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HomeMy WebLinkAbout2800 WHIPTAIL LOOP; ; PREV2018-0110; Permit(bty of Carlsbad Print Date: 04/18/2019 Permit No: PREV2018-01I0 Job Address: 2800 Whiptail Loop Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed- Finaled Parcel No: 2091202500 Lot #: 23 Applied: 04/24/2018 Valuation: $0.00 Reference #: DEV2016-0023 Issued: 05/10/2018 Occupancy Group: Construction Type VB Permit 04/18/2019 Finaled: # Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check U: CBC2017-0432 Final Plan Check U: Inspection: Project Title: PACIFIC VISTA COMMERCE CENTER Description: PACIFIC VISTA: BLDG 'C DEFFERRED STAIRS Applicant: Owner: Contractor: WARE MALCOMB ARCHITECTS GATEWAY PACIFIC VIEW LLC RYAN COMPANIES US INC ROBERT PARK 6363 Greenwich Dr, 175 101 California St, 26Th Floor 533 S 3Rd St, Ste 100 San Diego, CA 92122-5947 SAN FRANCISCO, CA 94111 Minneapolis, MN 55415-1101 858-638-7277 858-812-7960 612-492-4791 FEE AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $300.00 Total Fees: $ 335.00 Total Payments To Date : $ 335.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services of DEFERRED SUBMITTAL Building Division Cailsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number 0432- Plan Revision Number ?REYcO1 01 10 Project Address 2fe tV P'ic I L to ') P - '-8 'FcC) General Scope of Revision/Deferred Submittal: a- €:r1P' rp-5 CONTACT INFORMATION: Name Arv1t2- .,Act4O3 Phone IQV'1.(O-41P-( Fax 85b - 6I2-'7 12- Address_ X1W'E 51Q cr 3 City L,°V d °'-'-A-- Zip i 2?l Email Address Ac4'' c: jAic- iJ Q ;- Original plans prepared by an architect or engineer, revisions must be signed.& stamped by that person. 1 . Elements revised: 'Plans Calculations Soils []'Energy El Other 2. Describe revisions in detail . List page(s) where each revision is shown 13 L-O fin (-S 4. Does this revision, in any way, alter the exterior of the project? El Yes 2110 Does this revision add ANY new floor area(s)? fl Yes -1No Does this revision affect any fire related issues? fl Yes Is this a compl et? i:ii Yes ic1 ~Signature_ Date 1635 Faraday Avenue, Carlsbad, CA 92 Owwwcarlsbadcaa—oy :760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov May 9, 2018 J ISEMAN+ROHY RU CTURAL ENGINEERS Robert Park Ware Malcomb 6363 Greenwich Drive, Suite 175 San Diego, CA 92122 Re: Pacific Vista Commerce Center Stair Deferred Submittal Review & Approval Carlsbad, CA Structural Services Proposal RECEIVED MAY 10 2018 CITY OF CARLSBAD BUILDING DIVISION JAMES M. WISEMAN, S.E. PRINCIPAL STEVEN D. ROI-if, S.E. PRINCIPAL BRANDON J. DEEMS, S.E. ASSOCIATE PRINCIPAL DAVID E. MAESTAS, P.E. ASSOCIATE Dear Robert: We have reviewed the structural calculations by Struktur Studio and the stair steel shop drawings by Encore Steel dated April 18, 2018 for Buildings A & C. Based on our review we have found the drawings and calculations are in accordance with our drawings and the required design loads. Should you have any questions regarding this issue, please give us a call at your convenience. Sincerely, WISEMAN + ROHY Structural Engineers jxtl I Jim Wiseman, S.E. Principal 2 9915 MIRA MESA BLVD., SUITE 200- SAN DIEGO, CA 92131 TEL 858 536 5166 FAX 858 536 5163 • WWW.WRENGINEERS.COM Pi2o-DO ,it EsGi l A SAFEbuiLtCompany DATE: MAY 01, 2018 LI APPLICANT .JJ URIS. JURISDICTION CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: C7-0432 (REV. _6) - PREV 2018-0110 SET: I PROJECT ADDRESS: 21-7 WHIPTAIL LOOP WEST - BUILDING "C" PROJECT NAME A TILT-UP BLDG FOR PACIFIC VISTA COMMERCE CENTER The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LIII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. Lii The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contactedNathan Dean Telephone #: 858-638-7277 Date contacted: -4i1) ) Email: ndeanwaremaIcomb,com Mail Telephone Fax In Person O(D\(t&Q 'JX\ REMARKS: The project engineer to rview & stamp. the stair plans & calc's., a deferr s mittal package, indicating they have been reviewed and no exceptions are taken. By: ALl SADRE, S.E. Enclosures: EsGil Corporation 4/26 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD CBC2017-0432 (REV. _6) - PREV 2018-0110 MAY 01, 2018 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017- 0432 (REV. _6) - PREV 2018-0110 PREPARED BY: ALl SADRE, S.E. DATE: MAY 01, 2018 BUILDING ADDRESS: 2770 WHIPTAIL LOOP WEST - BUILDING "C" BUILDING OCCUPANCY: B/Si; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code c IBy Ordinance PlAn Drnt Poo h, nrrlinnnra I I Plan Check Fee by Ordinance I $300.00I Type of Review: 0 Complete Review 0 Structural Only D_Repetitive Fee Repeats Based on hourly rate El Other Hourly EsGil Fee 2 Hrs.@* $120.00 I $240.00I Comments: Sheet 1 of 1 MCI2XI CC1.8) SECT-A - SECT - B LANDING \ #36 - P1WX56 !~ iBEAMI \L ~øX01~ #36 STRINGER DING MC12X14.3 SHEARJL A36 z C8X11.5 PL #36 #36 M6 %X2 % DETAIL2 0 1 BEAM ND SUPT Y \- LNSUPT Ll-½XI-½X'4 LANDING BEAM L1.½X1-½X14 14 HSS4X4X 1A STAIR COL #36 Q 3X W14X22 LANDI #36 #36 1)2 NGEAIM SHEAR_FL )2)340X0•134 øX0"I~_\ 1r DETAIL #36 #36 - DETAIL 5 STRINGER' A992 L3-½X3.%X'A PL%X2 I #307 ~ MC12X14.3 CAP PL 31k PL%X10 ¼ 37% Ø( 0-1 A36 CLIPG #36 STRINGER END-Pl. A36 MC12X14.3 LANDING PAN STRINGER PL%X56'34 / IM4DING MC12X14.3 #36 /436 STAIR COL - HSS4X'4 UI /A500.GR.B - GER ,[PL'/402% I IN LANDING.AN TREAD STRI PL%X56 PLlX25½ _________ [PLIX561 -. I 436 I 436 A36 LN4DING.BEAM _______________ PL%X10 i,!A50oR.B ( 'C8Xhl5 A36 #36 CLIP_ANG STRINGER STRINGER l.Il4 PL~XI% - - _____ SUPT .JL #36 ~000-1~ - J D 1B#0EJL LANDING - PL'/IXIO / #36 L3-½X3-'XI4 _______________ SHEAR PL STAIR_Cot. MC12014.3 A37 HSS4X4X'4 A36 #36 CAP_FL L3X3X% MC12X14.3 A36 #36 - MC12X14.3 '-4~øX0-8 #36 - #36 I P XY_ANC CIJP_ANG L3X3x% SECT-Cl SECT-C2 - ' DETAIL #36 DETAIL 3 3710D PL HSS8X4X6 (BELOW> STRINGER MCI2XI4.3\ #36 HSSTO COL 8 MEZZ COL. HSS6X6XIA STRINGE MC12X14 #36 DETAIL 8 CLBEAM CLIP.ANG L4X3Xl4x4 9 #36 STRINGER MC12X14.3 #36 ou - — BEAM-' 'I I W14X22 A992 - BEAM W12X14 #092 DETAIL 9 MCI2XI4.3 #36 SECTION - D STRINGER 1-2% MC12X14.3 - A36CUPANG L3X3X% A36 STRINGER 111øXo-124 #36 DETAIL - STRINGER - MC12X14.3 18T@lr=I6.6 - LANDING PAN 5-8% 3711A B p37O7A HSS4X4X>4 - / 7 STAIR_COL DIM IS SET TO AOUIRE -1 MdI914.3 Ii MIN CLEARANCE OR RAIL \ I MC12X14.3 SEE IL / E3801 01 —Up AIR --. I llr~ 371 OA 2 MI2X14.3 371 OD 246.O.S.ELI4 1&) HSS6X6XIA 4% CL MEZZ COL DIM PER HSS6X6X'/4 DIET. 53.2A : STAIR 371 - tD DIM PER-\ 16-8 (T.O.S. EL 14-61&) DET. 9 ff1 PIJP%. (2' DII. STAIR sV. - 2/A6.C.1a Or or D8' - 4P,ç1 2 'i?Oig REVISIONS PRINT RECORD No. DATE BESCRW908I DATE DIV. ISSUED #& Invo ISSUED FOR APPROVAl. 18 RE-ISSUED FOR APPROVAL flRO0118 ISSUED FOR FABRiCATION /5.I,o,iamie REViSED LDJSDISO WIDTH Al FOW ENCORE STEELE 20701 N. SCOTTSDALE RD SCOTTSDALE,AZ 85255 PR: (480) 663-35B5 FAll: (480) 381.7520 ROLES U.S. WElDS U.N. I I PACIFIC VISTA COMMERCE CENTER BLDG C DATE 104/18/2018 WHIPTAIL LOOP W. IBRAWRRV CARLSBAD. CALIFORNIA - ITNT END-,.IL PL'4 % #36 3453A W14X22 (T.O.S. EL 14'61/2) DETAIL 1 - NOTE: SEE E3801 FOR STAIR RAILING 11 To ) 5'-914 N-3507A W12014 (T.O.S. EL. >4-61fl PL'4X2I4 / \ Ml.1A14.3 A36 / \ A36 SHEAR FL-' LLANDING_EAM PL4X4 08X11.5 P36 A36 DETAIL 9 STAIR COL HSS4X4X14 .--1. 0 0 o CLIP_ANG 7A36 L3X3X34 LANDING...BEAM MC12X14.3 CAP_PL PLXIQ >4 A36 STRINGER MC12X14.3 P36 LANDING LANDING PAN -BEAM MC12X14.3 PU4X5754 A36 A36 >, - PL101 4Fill( % NG øXO.l STAIR COL HSS4)r4XI4 A3 7 A500-GR.B DETAIL 7 ull MC12X14.3 A36 SECTION - D SECT - B MCI: SECT - C STAIR #2 PLAN 2/A6.C.1 DAIPER\ CCiD IT-7 I 514 DN12T@1I1l-0 C CA.8) W21X50 (T.O.S. EL. 14.614) I I .6) -6) 14 - N I D -- - ADJUSTED [DIM FROM 9•-7 /To9.7~ fl lIP INDING_PAN SECT -A A36 STRINGER STRINGER 3 12X14.3 -3 1 6 A36 &A EX 1.1 X1 z A307 SHEAR PL LANDING EAM )21~0X0-1~ JP'-. IND_SUPT C8XII.5 P.3 O7 L1.14xI.I/2X14 P36 END 9L // \ \-pcEbF P36 DETAIL 8 - LANDING AN PLI4X57 I LAI P36 MC LANDING EAM L3-I4X3-14X'4 I 836 SHEAR PL-' PL%0114 836 - 3I4DXDIk DETAIL 4 11 13 WA X2 MG12 14.3 I / X 16 EL 146½) L IN ______ STAIR #2 PLAN AT LEVEL 15'-O MC12X14.3 o J~Wr ~64 A36 LANDING 8 , EAM Ir A36 - - - -INOTE A992 W7 SEE E3802 FOR (2) 314 0X0.I . RFVI6)INc DETAIL 5 LANDING3EAM A307 STAIR RAILING C8XII.5 LSH ._j.3½ PLNX2'4 . - P36 - 1I -6) I_ENCORE STEEL, I 20701 N. SCOTTSDALE RD SCOTTSDALE, AZ 85255 PH: (480) 663.3506 . FAIl: (480) 361-7920 U.N. WELDS U.N. hEFt _S PACIFIC VISTA COMMERCE CENTER BLDG C WHIPTAIL LOOP W. 0/2018 CARLSBAD. CALIFORNIA TNT ft - 6)6(087 RYAN COMPANIES TNO 1: ENGINEER JOB NO. ItALCOMB WISEMAN ROHY I 646-17 root LilT NO STAIR (12 FRAMING PLAN E3702 CcA.81} DIM IS SET TO AQUIRE MIN CLEARANCE OR RAIL SEE 63802 DIM IS SET TO AQUIRE MIN CLEARANCE OR RAIL SEE E3802 r 171 E~S% 112 DETAIL 31UP STRINGER PL MC12X14.3 rEND PLVX2 It A36 PL%"x5 it TREAD STRINGER 12XI 43 MC12XI4.3-\ A36 PLIb"X2I 9A6 A36 -STAIFLOOL A36 I BASE -PL 7V A36 PL%-XIO A36 ~4 A36 kP -ANC DETAIL DETAIL 2(DN) DETAIL 1 STAIR #3 PLAN SECT -A c9— NOTE: SEE E3803 FOR STAIR RAILING REVISIONS PRINT RECORD OEsPnON DATE 079. ISSUED /3\ II)7I2O)8 ISSUED FOR PPN0VAJ. No. I AM /I\ 3W2OI8 RE.ISSUUDPOE7PPR0VAJ. FSU10 ISSUED FOR F089JCAT)ON ,4\4IIRI2O16 REVISED LOJADISO WIDEN Al OW ENCORE STEEL-1 20701 N. SCOTTSDALE RD SCOTTSDALE, AZ 85255 PM: (460) 663.3505 pAY: (400) 361.7920 RACES U.N. WElDS U.N. PACIFIC VISTA COMMERCE CENTER BLDG C WHIPTAIL LOOP W. 04/1812016 D~Whl BY CARLSBAD. CALIFORNIA TNT 6)400 01 RYAN COMPANIES 4: ENGINEER: TND SOD NO. IIALCOMB Ion WISEMAN ROHY 646-17 NIT No. STAIR #3 FRAMING PLAN E3703 ED CcJffD 0 5•fr CL SERA STRINGER 9h TREAD 6 :p NM -LANDING PAN A36 4-.9 I STRINGER END Pt 1`1_147~2 It TREAD SUPT A36 1-1-1~XTIkXIA A36 LND SUPT Ll CUM LIX 14 A36 ½ 0 X 0-6 - LANDING_BEAM BEAM Y.ANC C8XI1.5 W14X22 VW (ESR-2508) A30 A992 DETAIL 1 DETAIL 2 DETAIL 5 3%J, j.3½ - PLATE i/ox0' T X' \-CLCOLI Olk MC12X14.3 GE' J STAR_CO STRINGER 1 NOTE: B.O.CHANNEL 3½ L A36 CAP.YL BOLT ORIENTATION PL½ X IS OPP HAND FOR 4 OTHER COLUMN PLATE —' STRINGER - PL%XI ~ MCI2XI4.3 A36 STRINGER A36 LANPLI A36 \\ /MCl2Xi4.3 A36 A36 A36 A36 CAP X PL LN SUPT III ffl PL X, IEX A36 _ A36 LANDING_0EAM .jR 0`14 WN7' COL A500-GR.8 A36 DETAIL . DETAIL DETAIL PL'4X2 o '-) "- rcAuq C8X115-' I-4 'N -muo STAI R _COL SEE SECT-A OPPHO) HSS4X4X'4 SECT - C FOR PART NO1ISHO "nor iSRING*A36 ,, PLlX249,LANDIN A36 JA36 DSUPT STRI MC1I 11 A36 0014 MC12X14.3 436 SECT-C2 SECT - Cl SECT - B I MEZZ COL GET. 7 HSS6X6X1 4 \_- - 3710F 5! MCI 2X14 111 HSS8X4X% TB(BELO Z5 LANDING PAN- - 3711 D SECT -A 4 2'I6 :::::::l EOGEOF SLAB - ci 3½ 31 _STAIR 3705A CL MW tE E L4 3X,4 x 4-6 Ii r. 6-7 ma UP15T@11=I3-9 - 13-9 ,c3708C IISS4X4X14 f CLOFBEAM STAIR_COL / -EDGE 0FSLAB STAIR 3 06 STAIR AIF #4 PLAN AT LEVEL 15'-0 (T.O.S. EL 14615) REVISIONS PRINT RECORD plo. I BUTT DESCRIPTION 0.510 017. ISSUED t (III1OO1U SSUED FOR APPROVAL 3W2OlI 1E4SSUED FOR APPROVAl. 4\ PS'2OI6 ISSUEDFORFASRJCAnDN A A W10O31 4 . U ENCORE STEELI 20701 N. SCOTtSDALE RD BEAM 0 SCOSDALE, AZ 85255 00: (480) 653.3505 FAX: (460) 355.7520 POST: MOLES U.N. WEAOSUPO. ___________ pppp. 5 NOTE: WHIPTAIL LOOP W. 0 5*05561 66 1" PACIFICVISTACOMMERCECENTERBLDGC OUTS CARLSBAD, CALIFORNIA TNT L STAIR RAILING U WANE MALCOMB IWISEMANROHY 646-17 03/20/2018 SEE E3804 FOR CUSTWEK-LAWS DV RYAN COMPANIES ND pRcH:TEcT; IENSINEER: JOR 10. SECTION - D SECTION - E _______________ OESCRJPT100: NIT 750. STAIR #4 FRAMING PLAN E3704 CLIP G-' II '-STRINGER ME V MCI2XI4.3 DETAIL 3 A36 0 PL% STRINGER N~X A36 STRINGER 8 A36 LN.D SUPT A36 A36 A36 CAPL -144 SS LANDING3EAM 436 4500-GR.B A36 DETAIL 2 DETAIL 5 A36 7/ PL5jX2 '5 i I .... DIM IS SET TO AOUIRE A36 . I MIN CLEARANCE OR RAIL SIM SECT-E E3802 STRINGER / MC12X14.3 STAIR_COL STAIR SUPPORT 436 jTO IT-10 HSS6X6XIA A36 STRING HSS R 14.3 STRINGER A36 LEAM W12X14 ~0X06 ] / A992 P XYANC STAIR #4 PLAN AT LEVEL 01-0 STRINGER DETAIL 6 DETAIL 2/A6.C.2 MC12X14.3 . A36 STRINGER a DETAIL 7 DIM PER STRINGER .,o A36 ½6 '\ OAA'21, LAN IN AN 436 - - --- I DN15T@111Y-9 #36 - - ---.-- - .-- .. IT.O.S. EL. 14-61S I STAIR COL I MEZZ COL. END Pl. -1 314 HSS6X6X 14 PLlAi7)(2 It TREAD SUPT MEZZ COL A36 ui STRMCI::: -1 1 - :JPORT ! 'fX2 I~ fiL ; i I PDXY-ANC DN 22 7 (ESR-2508) 3467A ç oiii CUP_ANG DETAIL - 3-3% 3.3% i 3.-3% 3-As 3O% 800A\ DIET. 1 3 RAIL 4 . I --- STAIRFRAMING 111 PER STAIR PLANS I tii 7- 1IIIII& 15-6 SECT - B SECT - E REVISIONS PRINT RECORD RIO DESCRIPTiON SATE 011 lOSE '12018 ISSUED FOR PPOOVAI. 150(5 RE-ISSUED FOR APPROVAL VAOIR ISSUED FOR FAORJCATION 22018 REVISED LANDING WIDTh JNENCORESTEELc 20701 N. SCOTTSDALE RD SCOTTSDALE, AZ 85255 P5: (460) 663.3505 FaD: (480) 361.7920 ROLES U.N. WELDS U.N. UPFI_ Sr PACIFIC VISTA COMMERCE CENTER BLDG C ° WI-IIPTAIL LOOP W. wm By CARLSBAD. CALIFORNIA TNT V CHOOSY RYAN COMPANIES ND I: ENGINEER: JOB NO. IALCOMB WISEMAN ROHY 646-17 ON: 01ST 90 STAIR #1 RAIL PLAN E3801 PER STAIR PLANS SECT - C ECT -A(OPPHD 'ART NOT SHOW 801A All. OLI —trn) -3 '- PIPE l.'4STD RAIL RAIL PIPE)- ~STO PIPE i-'4STD GRABRAIL MAX 1 ½ MW PIPE 1-1/HSTD RAIL PIPE 1-145T0 IPE1-145T0 RAIL RAE RAIL PIPE1-'4XS RAILPOST PIPE 1-¼STD RAIL ZTYP POST TO r STRINGER PER STAIR DRAWINGS DETAIL-1 181@ lr= 168 REF: DIMS ARE TO STRINGER CHANNELS - 1'A \i -3800A 3802A RAIL 3801A _ /RIL 803A D , 3 RAIL f W24X76 COL E / HSS6X6X'/3 MEZZCOL HSS6X6X'4 . @2 STAIR #1 RAILPLAN - - W14X22 REP: DIMS ARE TO -,. STRINGER CHANNELS "S. RI), H.0 53', - SECT -A W14X22 SECT - B REF: DIMS ARE TO STRINGER CHANNELS STAIR #2 RAIL PLAN AT LEVEL O'-O IT.? 5½ L DN12T@lr..lr-O W21X50 MEZZ COL HSSBX6X% WE - 1 3804A RAIL PER STAIR PLANS ABLE A P DETAIL- I STAIR #2 RAIL PLAN AT LEVEL 15-0 %ø HOLES FOR rPLWX2 TOPRAIL rPLWX2 / /POST ½&PINS i / t -'/øHOLES REVISIONS PRINT RECORD ATE OESCRP006 DATE OTT. SEA /20)5 ISSUE0F0RATP6OVA 82015 RE4SSAEOFOR 7J'FEOVAI. 02010 ISSUED FOR FABRiCATiON OR/S REViSED T4AJIORBJL S ENCORE STEEL- 20701 N. SCOTTSDALE RD SCOTTSDALE, AZ 85255 P9: (400) 663.3505 PUS: 1480) 360.7920 HOLES U.N. WELDS U.S. spa or PACIFIC VISTA COMMERCE CENTER BLDG C OAT? WHIPTAIL LOOP W. 04/18/2018 CARLSBAD, CALIFORNIA TNT ft 0/ADO? RYAN COMPANIES TIND V 50101R: 40000. AALCOMB WISEMAN ROHY 648-17 ION WIT STAIR 02 RAIL PLAN E3802 - - - - - LARDING_BEAM -FIXED JAW SWIVEL TURNBUCKLE #9812 CABLE-END -NOTE: DETAIL - 3 USE FIXED JAW #9801 AT OPPOSITE END RAIL 3806A RAIL STAIR FRAMING PER STAIR PLANS SECT - D %ø HOLES FOR Th. A6 PINS PL½X2 k RPEI-I4STD TOPRAIL\ [TORAIL f/PGRABRAIL WE1)STD FIft . IBRACKET S.S. CABLE CABLE -j /S• C CABLE FIXED JAW #9801 CABLUND FIXED JAW SWIVEL TURNBUCKLE 89812 ALIGN CABLE-END J/I PL%X2 POST DETAIL- 2 oFESS, L I C62938 IIi_ ) Es,O0400 CIVIt/. fi4 SECT - E SECT -A 3-2 L 3-2% L 3-2 FAIL E-N C~l STRINGER PER STAIR DRAWINGS STAIR DRAWINGS .DETAIL - 1 SECT -C l½MIN PIPE l-'4STD GRABRAIL RAIL-BRACKET PIPE1-14XS RAILPOST rPIPEI-¼STD '711 OFESS C62938 E,p.0630.18 CIVI\. I REVISIONS I PRINT RECORD I OW ENCORE STEEL- 20701 N. SCOTTSDALE RD SCOTTSDALE, AZ 85255 PH: (400) 863.3505 FAX: (400) 366.1920 'AJNT: I HOLES U.N WELDS PROJ EC PACIFIC VISTA COMMERCE CENTER BLDG C • - WHIPTAIL LOOP W. 04/18/2018 CARLSBAD, CALIFORNIA TNT 0)5100(6W COEDS'. • RYAN COMPANIES ND 0000)TECT: ENGINEER JOE NO. WARE MALCOMB WISEMAN ROHY 646-17 DESCOCOTION: SHTNO. STAIR #3 RAIL PLAN E3803 Cc. 17) ,-MEZZCOL / HSS8X8X3, - W14X22 W1022 /3809A RAIL 3810A RAIL 0 PER DIMS ARE TO STRINGER CHANNELS STAIR #3 RAIL PLAN S S 6- SECT -A SECT - B SECT - B SECT - A SECT - C 22 MIN I½ HOLES FOR 6PINS PLWX2 PL½X2 ½ TOPRAIL ø HOLES FOR —... TOPRAIL PLWX2 TOPRAIL PL½X2 PL½"X2 /I6 PINS PL½ [POST PIPE1-'/oSTD TOPRAIL TOPRAIL TOPRAIL 14 0 HOLES GRASRAIL PL½ X2 1•1 4STD PLX2 TOPRAIL BRAIL TOPRAIL I - PIPE1-~STD S. CABLE I GRABRAIL PLI' 4x~ VERT SLOTS Ti- I IN POST WHEN OCCURS SLOPING STRINGER 1.? ALONG ________________ 6BSS CABLE ________ OF I CABLE FIXED JAW #9801 7-- EA CABLE —END -- #øS.S.CABLE CABLE VW\POST FIXED JAW SWIVEL TURNBUCKLE #9812 CABLE-END s~- \\ "—PL%X2 POST I7 /\XEDJAWff9901 MCxI PL1 POST / CABLE—END "—NOTE:STRING POST PLX2 USE FIXED JAW SWIVEL POST. TURNBUCKLE#9812 DETAIL - 2 DETAIL - 3 AT OPPOSITE END DETAIL- 1 L 04 CABLE REVISIONS PRINT RECORD I 01.15 DE108IPI109 DAIS 01?. 908 011179918 ISSUED FOR APPROVAL RR.ISSJEO FOR APPROVAL V I'' ISSUED FOR F480CAI1OTI ENCORE STEEL! 20701 N. SCOTtSDALE RD SCOTTSDALE, AZ 85255 P9: (485)903.3105 FOR: (460) 361.7920 PORT: 001.05 U.N. WELDS U.N. p PROJECT: PACIFIC VISTA COMMERCE CENTER BLDG C WHIPTAIL LOOP W. CARLSBAD, CALIFORNIA ° 03/20/2018 TNT CUST01.IER: RYAN COMPANIES CREDOS ND SUCHJTECT: . WARE MALCOMB 08510: WISE 00 MAN ROHY "w . 646-17 OESCPJPPSRI: STAIR #4 RAIL PLAN SAT No. E3804 r REF: DIMS ARE TO I STRINGER CHANNELS cf[ MEZZCOL / HSS6X6XhLl STAIR #4 RAIL PLAN AT LEVEL 16-0 ETRUKTUR 13 "9 Now Struktur Studio 1525 North Granite Reef Road' Suite 9, Scottsdale AZ 85257 ' Ph. 480-425-2250 Fx. 480-425-2225 ' RQO IgoI PACIFIC ViSTA. COMMERCE CENTER, WHIPTAIL LOOP WEST CARLSBAD, CA 92010 STRUCTURAL CALCULATIONS FOR THE STAIRS AT BUILDING A, B & C RECEIVED APR 232019 CITy OF BUILDINcRLSBAD STRUKTUR STUDIO 1525 NORTH GRANITE REEF ROAD SUITE 9 SCOTTSDALE, AZ 85257 STRUKTUR STUDIO JOB NO. 171116 94 Pages to Follow 95 Pages in Total APRIL 20, 2018 DESIGN CRITERIA - LOCATION: PACIFIC VISTA COMMERCE CENTER BLDG WHIPTAIL LOOP WEST CARLSBAD, CA 92010 BUILDING CODE: 2016 CALIFORNIA BUILDING CODE WITH AMENDMENTS PER CITY OF CARLSBAD, CA SCOPE OF WORK: STAIRS FOR BLDG A,B AND C GRAVITY LOADING: 'STAIRS(PANFiLLEb) - - - CONCRETE IN PAN (1-1/2" NWC I n TREADING 5 psf STEEL FRAMING 10 psf 35 psf INTERMEDIATE LANDING CONCRETE TOPPING (2" NWC.) - 25 psf I2GA LANDING PAN 5 psf STEEL FRAMING 10 psf 40 psf MATERIALS REGULAR STEEL: ASTM A36 FOR PLATES, CHANNELS, AND ANGLES ASTM A500 GRADE B (46 ksi) FOR HSS RECT ASTM A500 GRADE B (42 ksi) FOR HSS ROUND/PIPE ASTM A53 GRADE B (35 ksi) FOR PIPE REFER TO APPENDIX A FOR DESIGN INFORMATION. REFER TO APPENDIX B FOR EVALUATION REPORTS. STRUKTUR STUDIO , . PAGE GRAVITY ANALYSIS STRUKTUR STUDIO PAGE CA 1. 6'-3 5'-1½ 121@11=11-O 5-5 3, 5-2 U•) •fi7\ 1J N ,-MEZZCOL / HSS6X6X1/4 I-LANDING PAN v•4Y14 c V 7STR_COL I 3709B(?) /' HSS4X4X1/ -I / I STAIR_COL --\— H MC12X14 3 - - — — - /_MC12X1 43I — UP STAIR . IQSTR(?) I 77 L _, OSTR(?). *~. 07," Mc12X - c:I:31 T C14 - 3SX1I4 D1EZZ COL 6 3/8 ISTAIR EOSTR?). UP -OSTR(?3-1 i.. ()LXY4 MC12X14.3 C__4.3 - 1 LANDING PAN 3709B(?) 1STRcOL HSSd4-Xl/4 UP 12 T @ 11__=11'-O 5-5 I., A Side I Side 2. Floor Live Load FLL = 100 psf 100 psf Floor Dead Load FDL 40 psf 40 psf Floor Tributary Width FTW = 1.2 ft 1.2 ft I Wall Load WALL 0 blF I Beam Total Live Load: %%.-L240 plf Beam Total Dead Load: wD 96 plf Beam Self Weight: BSW = 6 plf Total Maximum Load: wT = 342 nIl' PrOjcL CALCI7I 116 BLDG A - ( Location: I LANDING JOIST - STAIR. I I Strukiur Studio, L.L.0 Unilormi) Loaded Floor Beam b2 N (irmiti. Reel' Road Suite #9 [2016 California Building Code(AISC 14th Ed ASD)J Al 827 A36 L3-1/2x3-112x114 x 5.2 FT Leg Doi Sëtion Inadequate By: 4.3%j. StruCalc Version 10.0.1.6 12/11/2017 10:37:22 AM COnro1ling Factor: Shear - nnrL.r.t. I ItJI. ,LifltCr ' -fl ru_. VIW 'IW - Live Load 0.11 IN L/588 Horizontal Component 0.06 Dead Load 0.05 in Horizontal Component 0.03 in Total Load 0.15 IN U413 Horizontal Component 0.09 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: IJ240 REACTIONS A. 1 ------ ---- -, Live Load 624 lb 624 lb Dead Load 265 lb 265 lb Total Load 889 lb 889 lb .I3eiring l.ongth' 0.63 in .0.63 in ft. Span Length -5.2 ft Unbraced Length-Top 0 ft - STEEL ANGLE PROPERTIES - - L3-1/2x3-1/2xt14 - A36 Properties: Yield Stress: Fy= 36 ksi Modulus of Elasticity: E = 29000 ksi Depth (Leg Length): d = 3.5 in Leg Thickness: tw = 0:25 in Distance to Angle Toe of Fillet: k = 0,63 in Moment of Inertia About X-X Axis: Ix = 2 in4 Section Modulus About X-X Axis: Sx = 0.79 in3 Design Properties per AJSC 14th Edition AISC Steel Manual: Angle Tip is in Tension Flange Buckling Ratio: FBR = 14 Allowable Flange Buckling Ratio for Compact: AFBR = 15.33 Allowable Flange Buckling Ratio for Non-Compact: 25.83 Nominal Flexural Strength w/ Safety Factor: AFBR_ NC= Mn = 1696.53 ft-lb Controlling Equation: HO-i Controlling Cv Factor: Cv = Nominal Shear Strength w/ Safety Factor: Vn = 11317 lb Controlling Moment: 1155 ft-lb 2.6 ft from left support Created by combining all dead and live loads. Controlling Flexural Shear: 889 lb Controlling Torsional Shear (C.G4-2): 10910 lb Controlling Shear: 11799 lb - " At support. Created by combining all dead and live loads. Comparisons with required sections: RRgid Moment of Inertia (deflection): 1.23 iii4 2 Moment: 1155 ft-lb Shear: 117991b / _____ 614 Provided y ,%tOM!PT 4 '°' t697 ft-lb 11317 lb L4&3c - th1 r A- Jcctc • cic. ib? a Jr -iç Acp ,G,A1435T TbR$*J ------------- FLOOR LOADING - Side I Side 2 Floor Live Load FLL = IOU psf 0 psf Floor Dead Load FDL = 40 psf 0 psf Floor Tributary Width FTW = 2.6 ft 0 ft Wall Load WALL = 0 MI Beam Total Live Load: wL= 260 pIt' Beam Total Dead Load: wD = 104 plf Beam Self Weight: BSW = 14 plf Total Maximum Load: wT = 378 plf. Pfojcct:CALC1711 16_BLDG A Loc.iiion:•2 - LANDING FRAME - STAIR I Unitbrcnly Loaded Floor Beam [2016 California BuUdingCode(AISC 14th Ed ASD)] A6MCl2x14.3 x 9.6 FT Section Adequate By: 534.7% Cônirblling Factor: Moment RtvI ,j Struktur Studio, L.L.0 1525 N. Granite Reef Road. Suite 49 AZ 85257 StruCalc Version 10.0.1.6 12/11/2017 10:37:22 AM Live Load 0.02 INL/5118 Dead Load 0.01 in Total Load 0.03 IN L/3517 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS - . Live Load 1248 lb 1248 lb Dead Load 568 lb 568 lb Total Load 1816 lb 1816 lb I3cariñg Length 0.75 in 0.75 in Span Length 96 ft Unbraced Lentl-Top 2.4 ft -STEEL IqppERngs, MCI2x14.3 - A36 Properties: Yield Stress: Fy 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d= 12 in Web Thickness: tw = 0.25 in Flange Width: bf= 2.12 in Flange Thickness: tf 0.31 in Distance to Web Toe of Fillet: k= 0.75 in Moment of inertia About X-X Axis: lx = 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X.X Axis: Zx = 15.9 1n3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR= 10632 Controlling Unbraced Length: Lb = 2.4 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 ft for Eqn. F2-2: Lr = 7.11 ft Nominal Flexural Strength w/ safety factor: Mn = 27659 ft-lb Controlling Equation: F2-2. Web height to thickness ratio: Mw = 42 Limiting height to thickness ratio for eqn. G2-2: hltw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength wi safety factor: Vn = 38802 lb Controlling Moment: 4358 ft-lb 4.8 ft from left support Created by combining all dead and live loads. Controlling Shear: 1816 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Provided Moment of Inertia (deflection): 5.35 in4 76.1 in4 Moment: 4358 ft-lb 27659 ft-lb Shear: 1816 lb 38802 lb 5 11 ft Unifom, Live Load 225 plf Uniform Dead Load 79 plf Beam Self Weight 14 plf Total Uniform Load 318._p1j' -- Protect CALC 171116 BLDG A - I E Location 3 INTERIOR STRINGER STAIR I I Struktur Studio L L C M Lo ulti aded Multi Span Beam I 1 52 N Granite Reel Road Suite 99 t2016 California Building Code(AISC 14th Ed ASD)] AZ 85257 A36 MCI2xI4.3 x 11.0 FT (Actual 13.3 Fl) Setio.n Adequate By: 459.3% StruCatc Version 10.0.1.6 12/11/2017 10:37:22 AM conirolliiig Factor: Moment I)!flJiCTIOS LOADING DIAGRAM Live Load 0.05 IN U3248 I Dead Load 0.02 in Total Load 0.07 IN L/2164 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REAG.i'IONS - -H -______________________ Live Load 1238 lb 1238 lb Dead Load 619 lb 619 lb Total Load 1857 lb 1857 lb Bearing Length 0.75 in 0.75 in BEAM DATA Center Span Length 11 II Unbraced Length-Top 0 ft Unbraced Length-Bottom II ft Beam End Elevation Difference 75 ft STEEL PROPERTIES, MCl2x14.3 -A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12 in Web Thickness: tw = 0.25 in Flange Width: bf= 2.12 in Flange Thickness: tf= 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: Ix = 76; I in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength wl safety factor: Mn = 28563 ft-lb Controlling Equation: F2 -1 Web height to thickness ratio: h/Lw 42 Limiting height to thickness ratio for eqn..G2-2: h/Lw-limit = 63.58 Cv Factor: Cv = 1 Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vn = 38802 lb Controlling Moment: 5107 ft-lb 5.503 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1534 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Rtj Provided Moment of Inertia (deflection): 8.44 1n4 76.1 1n4 Moment: 5107 ft-lb 28563 ft-lb Shear: 1534 lb 38802 lb '1 2 ft FLOOR LOADING Side I Side 2 Floor Live Load FLL = 100 psf 0 psf Floor Dead Load FDL = 40 psf 0 psf Floor Tributary Width FTW = 2.6 ft 0 ft Wall Load WALL = 0 plf Beam Total Live Load: wL = 260 plf Beam Total Dead Load: wD = 104 plf Beans Self Weight: BSW = 12 plf Total Maximum Load: wT = 376 :plf POINT LOADS - CENTERSPAN- Load Number One * Two * Live Load 1238 lb 1238 lb Dead Load 619 lb 619 lb Location 4.5 ft 5,1 ft * Load obtained from Load Tracker. See Summary Report for details. Project: CALC171 116 BLDG A Location: 4 HEADER - STAIR I Uniformly Loaded Floor Beam [2016 California Building Code(AlSC 14th Ed ASD)] A36 C8x 11.5 x 9.6 FT Section Adequate By: 36.4% Coñtolling Factor: Moment \'?ff1 pse :w likttir Studio, L.L.0 1525'N. Granite Reef Road. Suite 49 Scottsdalej AZ 85257 StruCalc Version 10.0.1.6 12/1 1/2017 10:37:23 AM Live Load 0.14 IN L/848 Dead Load 0.07 in Total Load 0.20 IN U573 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 Live Load 2486 lb 2486 lb Dead Load 1173 lb 1173 lb Total Load 3659 lb 3659 lb BedringLeiatii 0.94 in 0.94 in Span Length 9.6 ft Unbraced 'l..Ci!l1-TOP. 2.4 II STIEL PROPERTIES C8x1 1,5 - A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d= 8 in Web Thickness: . tw 0.22 in Flange Width: bf= 2.26 in Flange Thickness: tf= 0.39 in Distance to Web Toe of Fillet: k = 0.94 in Moment of Inertia About X-X Axis: Ix = 32.5 in4 Section Modulus About X-X Axis: Sx = 8.14 in3 Plastic Section Modulus About X-X Axis: Zx = 9.63 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 2.9 Allowable Flange Buckling Ratio: AFBR = 1039 Web Buckling Ratio: WBR 27.84 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 2.4 ft Limiting Unbraced Length. for lateral-torsional buckling: Lp = 2.59 ft Nominal Flexural Strength w/ safety factor: Mn = 17299 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: hltw = 27.84 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vn = 22764 lb Controlling Moment: 12682 ft-lb 4.8 Ii from left support Created by combining all dead and live loads. Controlling Shear: -3659 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Provided Moment of Inertia (deflection): 13.8 in4 32,5 in4 Moment: 12682 ft-lb 17299 ft-lb Shear: -3659 lb 22764 lb 7 Prot.tCALC!7Ill6BLDGA RM STAIR I Struktur Studio, L.L.0 Multi-Loaded Multi-Span Beam 1525 N. Granite Reef Road Suite #9 [2016 California Building Code(AISC 14th Ed ASD)J AZ 85257 A36MCI2xI4.3 x 16.4 FT (Actual 18 Fl) Section Adequate By: 325% StruCale Version 10.0.1.6 12111/2017 10:37:24 AM Coniolling Factor: Moment DEFLECTIONS Center LOADING DIMRM Live Load 0.36 IN U599 Dead Load 0.17 in Total Load 0.53 IN L/408 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: [1240 R1MtIONS A .a Live Load 2570 lb 3039 lb Dead Load 1189 lb 1443 lb Total Load 3759 lb 4482 lb 13i. iring Lciiath 0.75 in 0.73 in Unbraced Length-Top 0 ft Span Length 16.4 ft A 16.4 ft Unbraced Length-Bottom 16.4 ft Beam End Elevation Difference 7.5 ft - - - STEEL PROPERTIES LNWORMLOitflS. -itr MC12xl4.3 - A36 Uniform Live Load 0 plf Uniform Dead Load 0 plf Properties: Beam Self Weight 14 plf Yield Stress: Fy 36 ksi Total Uniform Load 14 p11 Modulus of Elasticity: E = 29000 ksi - POJNT LOADSCENTER SPAN .ieptn. d = 12 in Load Number One ' Web Thickness: tw = 0.25 in Live Load 2486 lb Flange Width: bf 2.12 in Dead Load 1173 lb Flange 1 hickness: tf= 0.31 in Location II ft -. Distance to Web Toe 01 Fillet: k = i 0.75 n * Load obtained from Load Tracker. See Summur Report for details Moment of Inertia About X X Axis lx 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 TRAPEZOIflALLOADSCE'NTER SPAN Plastic Section Modulus About X-X Axis: Zx 15.9 in3 Load Number Oaq. Two, Design Properties per AISC 14th Edition Steel Manual: Left Live Load 225 plf 120 plf Flange Buckling Ratio: FBR = 339 Left Dead Load 78.8 plf 42 plf Allowable Flange Buckling Ratio: AFBR . 0.79. Right Live Load 225 p11 .120 plf Web Buckling Ratio: WBR = 42 Right Dead Load 78.8 p11 42 plf Allowable Web Buckling Ratio: AWBR 106.72 Load Start 0 ft II ft Controlling Unbraced Length: Lb = 0 It Load End II ft 16.4 ft Limiting Unbraced Length - Load Icingth II ft 5.4 ft For lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength w/ safety factor: Mn = 28563 ft-lb Controlling Equation: F2.1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn: G2-2: h/lw-limit = 63.58 Cv Factor: Cv = I Controlling Equation: G2-3 Nominal Shear Strength WI safety factor: Vn = 38802 lb Controlling Moment: 21550 ft-lb 10.986 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -4076 lb 16.369 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on spall(s Compiirisous with required sections: ReWd Provided Moment of Inertia (deflection): 45.75 in4 76.1 in4 Moment: 21550 ft-lb 28563 ft-lb Shear: -4076 lb 38802 lb Project CALC171116 BLDG A ocation 6 COLUMN STAIR L Column Z;Str uktr Studio, L.L.0 Q Granite Reef Road Suite #9 [?OI6 California Building Code(AISC 14th Ed ASD)I AZ 85'57 1-ISS 4 x 4 x 1/4 x 7. FT/ASTM A500-GR. B46 Section Adequate By: 95.7% StruCalc Version 10.0.1.6 12/11/2017 10:37:23 AM 3ERTtCALREAcTI0NS LOADING DIAGRAM: Live Load: Vert-LL-Rxri = 4287 lb Dead Load: Vert-DL-Rxn = 2006 lb Total Load: Vert-TL-Rxn = 6293 lb COLtJMNJWUA Total Column Length: 7.5 Il B Unbraced Length (X-A*is) Lx: 7.5 ft Unbraced Length (Y-Axis) Ly: 7.5 II Column End Condition.K (ó): I - COLUMN PROPERTIES HSS4x4x 1/4-Square - Steel Yield Strength: Fy= 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wall Thickness: t= 0.233 in Area: A = 3.37 in 7.5 ft Moment of Inertia (deflection): lx = 7.8 1n4 ly = . 7.8 in4 Section Modulus: Sx 3.9 in3 Sy = 3.9 in) Plastic Section Modulus: Zx = 4.69 in3 Zy = 4.69 in) [Zed. of Gyration: rx = 1.52 in ry 1.52 in Column Compression Calculations: KL/rRatio: KLx/rx= 592l KLy/ry 59.21 Controlling Direction for Compr. Calcs: (V-V Axis) Flexural Buckling Stress: Fcr = 36.34 ksi Controlling Equation F7-I Nominal Compressive Strength: Pc = 73 kip - Combined Stress Calculations: Hl-lb Controls :O.04 A ControlIisigConibined Stress Factor: 0.04 . . NOTES. AXIAL LOADING Live Load: PL = 4287 lb * Dead Load: PD= 1914 lb* Column Self Weight: CSW = 92 lb Total Axial Load: PT = 6293 lb * Load obtained from Load Tracker. See Summary Report for details. CA:2D 15'51 - 2•6 2-6 1. p 12-0 ;<co x U U £lI c) 5STR_COL HSS4X4X1/4 1423A STAIR-COL W16X31 (T.O.S. EL. 14-61fl MC12X14.3 UP STAIR -. - Mçx4.3 LANDING PAN—i 3709B(?) 4 12T11 =11.0 - MZ1COL HSS8X8X3/8 1411A W2076 (T.O.S. EL. 14'-6½) 121@ 11'=11-0 '9 '9 -j < w . Cl) w . 9 Oc'JQ O)C'JQ 1491A(?) -. - W12X14 (T.O.S. EL 14-6½) 4,-4 - Z3,1-9J VL1J 1 ft Side I Side 2 Floor Live Load ILL IOU psf IOU psi Floor Dead Load FDL = 40 psf 40 psi Floor Tributary Width 11W I ft I ft Wall Load WALL 0 DIf- Project: CALC 171116_BLDG A Location: I - LANDING JOIST - STAIR 2 Uniformly Loaded Floor Beam . [2016 California Building Code(AISC 14th Ed ASD)] A36 L3-1/2x3-I/2x1/4 x 4.75 FT Leg Down Sctióii Adequate By: 25.6% C.oiitrblling•Factor: Shear DIFLICTIONS Live Load 0.06 IN L1925 Horizontal Component 0.04 Dead Load 0.03 in Horizontal Component 0.02 in Total Load 0.09 IN L1648 Horizontal Component 0.05 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 ;REACTIONS LivLd 475 lb 475 lb Dead Load 204 lb 204 lb Total Load 679 lb 679 lb l3earing Length 0.63 in.. 0.63 in :BEAiI DATA, Span Length 4:75 ft Unbraced I .ngth lop 0 ft .STIlL. ANCLEPROPERTIES L3-l/2z3-l/2x1/4 -A36 Properties: Yield Stress: Fy= 36 ksi Modulus of Elasticity: E = 29000 ksi Depth (Leg Length): d 3.5 in Leg Thickness: tw = 0;25 in Distance to Angle loe of Fillet: k = 0.63 in Moment of Inertia About X.X Axis: lx 2 1ii4 Section Modulus About X-X Axis: Sx = 0.79 in3 Design Properties per AISC 14th Edition AISC Steel Manual: Angle Tip is in Tension Flange Buckling Ratio: FBR = 14 Allowable Flange Buckling Ratio for Compact: AF-BR = 15.33 Allowabt Flange Buckling Ratio for Non-Compact: AFBR_NC = 25.83 Nominal Flcxural Strength WI Safety Factor: Mn = 1696.53 ft-lb Controlling Equation: 110.1 Controlling Cv Factor: Cv = Nominal Shear Strength w/ Safety Factor: Vn = 11317 lb Controlling Moment: 806 ft-lb 2.375 II from left support Created by combining all dead and live toads. Controlling Flexural Shear: 679 lb Controlling Torsional Shear (C-C4-2): 8333 lb Controlling Shear: 9012 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Recrd Provided. Moment of Inertia (deflection): 0.78 in4 - 2ii4 Moment: 806 ft-lb 1697 Ft-lb Shear: 9012 lb 11317 lb b xxwq# !RM. Strukiur Studio, I.. 1_C 1525 N. Granite Reef Road. Suite #9 StruCalc Version 10.0.1.6 12/11/201710:37:23 AM Beam Total Live Load: wl_ = 200 pit' Beam Total Dead Load: wD = 80 plf Beam Self Weight: 135W = 6 phI Total Maximum Load: wT = .286 oIl ProJect CALC 171116—BLDG A Location: 2 - HEADER - STAIR 2 Uniformly Loaded Floor Beam [2016 California Building Code(AISC 14th Ed ASD)] A36C8x11,5 x4.75 FT Section Adequate By: 2856:1% it(ólIijia.Factor: Moment R Struktur Studio, L.L.0 1525 N. Granite Reef Road. Suite #9 tScottsdale, AZ 85257 StniCalc Version 10.0.1.6 12/11/2017 10:37:24 AM 1/ Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load '0.00 IN UMAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 -'REArrioNs 13, A. Live Lo'd - 333 lb 333 lb Dead Load 160 lb 160 lb Total Load 493 lb 493 lb I3etfriiigLañ'gtiI 0.94 in 0.94 in Span Length 4.75 ft tinbraced LoñgtlTop 0 ft S'[E1l. !ROI'IwrtES C8xI 1.5 -A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d= 8 in Web Thickness: tw = 0.22 in Flange Width: bf 2.26 in Flange Thickness: tf= 0.39 in Distance to Web Toe of Fillet: k = 0.94 in Moment of Inertia About X-X Axis: Lx = 32.5 in4 Section Modulus About X-XAxis: Sx = 8.14 in3 Plastic Section Modulus About X-X Axis: Zx = 9;63 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: , FBR = 2.9 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 27.84 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 II Limiting 1,Jnbraced Length. for lateral-torsional buckling: Lp = 2.59 ft Nominal Flexural Strength w/ safety factor: Mn = 17299 ft-lb Controlling Equation: F2-I Web height to thickness ratio: h/tw = 27.84 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength WI safety factor: Vn = 22764 lb Controlling Moment: 585 ft-lb 2.375 II from left support Created by combining all dead and live loads; Controlling Shear: -493 lb At support: Created by combining all dead and live loads; Comparisons with requirel sections: ,ReWd Provided. Moment of Inertia (deflection): 0.35 in4 32.5 in4 Moment: 585 ft-lb 17299 ft-lb Shear:' -493 lb 22764 lb ,FLL,flJKLUAUIfTh Side Side 2 Floor Live Load FLL = 100 psf 100 psf Floor Dead Load FDL = 40 psf 40 psf Floor Tributary Width FTW = 1 ft 0.4 ft 'Wall Load WALL = 0 p11 BEAM LOADING: Beam Total Live Load: wL = 140 pIt' Beam Total Dead Load: wD = 56 pIt' Beam Self Weight: BSW = 12 plf Total Maximum Load: wT.= 208 p11' roject: CALC 171116—BLDG A acation:3 - STRINGER - STAIR 2 lulti-Làaded Multi-Span Beam 016 California BuildingCode(AISC 14th Ed ASD)1 36 MCl2xl4.3 x 14.0 FT (Actual 15.9 PT) :ctioit Adequate By: 228.9% onirolli,IaFactor: Moment Me 15.25 N. Granite RecrRoad. Suite #9 -.Scottsdale, AZ 85257 StruCalc Version 10.0.1.6 12/11/2017 10:37:24 AM DEFLECTIONS Center - L(MDtNC.DlACkAM. Live Load 0.12 INL/1563 Dead Load 0.06 in Total Load 0.18 IN L/I064 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: 11240 REMrrl0NS -- 6 B - Li',eLd - 1507 lb 1676 lb Dead Load 735 lb 782 lb Total Load 2242 lb 2458 lb Bearing Lc)igth 0.75 in 0.75 in Span Length 14 it Unbraccd Length-Top 0 It - _ A Unhraced Length-Bottom 14 11 Beam End Elevation Difference 7.5 Ii - - STEEL PROPERTIES (NWORMLOADS. iter MCl2xl4j - A36 Uniform Live Load 0-01- Uniform Dead Load 0 plf Properties: l3eani Self Weight 14 p11 Yield Stress: Fv= 36 ksi Total Uniform Load 14 p11 Modulus of Elasticity: E = 29000 kSi POINT LOADS - CENTER SPAN Depth: d = 12 in Web Thickness: lw = 0.25 in * Load Number One lIange Width: bi = 2.12 in Live Load 333 lb Flange Thickness: - tt = 0.31 in Dead Load 160 lb tllct: Distance to Web be of I .75 k = 0 in Location 2 It -. - Moment 01 Inertia About X-X Axis: Ix 76.1 in4 * load obtained from Load tracker. Sec Section Modulus About X X Axis: S = 12.7 in3 i TRAPEZOIDAL LOADS CEN1 ER Plastic Section Modulus ,\bout X-X Axis: Zx= 15.9 in3 Load Number one Design Properties per AISC 141h Edition Steel Manual: Left Live Load 237.5 plf Flange Buckling Ratio: FBR = 3.39 Left Dead Load 83 pit' Allowable Flange Buckling Ratio: AFBR = 10.79 Right Live Load 237.5 p11 Web Buckling Ratio: WBR = 42 Right Dead Load 83 p11 Allowable Web Buckling Ratio: AWBR= 106.72 Load Start 2 it Controlling Llnbraccd Length: Lb = 0 ft Load End 14 it Limiting Unbraced Length - Load -tAigth 1211 for lateral-torsional buckling: Lp = 2.04 it Nominal Flexural Strength wl safety factor: Mn = 28563 ft-lb Controlling Equation: . 1-2-I Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vn = 38802 lb Controlling Moment: 8684 ft-lb 6.999 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2167 lb 14.104 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Counpirisons with required sections: ReWd Provided. Moment of Inertia (deflection): 17.52 6n4 76.1 in4 Moment: 8684 ti-lb 28563 ft-lb Shear: -2167 lb 38802 lb NOTES for details. '3 ject: CALCI71 I 16_BLDG A :ation: 4 - COLUMN - STAIR 2 unm 16 California Building Code(AlSC 14th Ed ASD)J 3.4 x 4 x 1/4 x 7.5 FT /ASTM A500-GR.B-46 lion Adequate By: 96.4% Live Load: Vert-LL-Rxn = 3489 lb Dead Load: Vert-DL-Rxn = 1766 lb Total Load: Vert-TL-Rxn = 5255 lb COLUMN DATA. Total Column Length: 7.5 ft Unbraccd Length (X-Axis) Lx: 7.5 ft Unbraced Length (V-Axis) Ly: 7.5 11 Column End Condition-K (C): I - COLUMN PROPERTIES l:lSS4 x 4 x l/4Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx 4 in dy = 4 in Column Wall Thickness: t = 0.233 in Area: Az 3.37 in Moment of Inertia (de(lection): lx 7.8 in4 ly = 7.8 in4 Section Modulus: Sx = 3.9 in3 Sy= 3,9 in3 Plastic Section Modulus: Zx = 4.69 in3 Zy 4.69 in3 Rad. of Gyration: rx = 1:52 in ry 1.52 in Column Compression Calculations: KL/r Ratio: KLx/rx = 59.21 KLy/rv= 59.21 Controlling Direction br Compr. Calcs: (Y.Y Axis) Flexural Buckling Stress: Fcr = 36.34 ksi Controlling Equation F7-1 Nominal Compressive Strength: Pc = 73 kip Combined Stress Calculations: HI -lb Controls :0.04 Controlling Combined Stress Factor: 0.04 1525 N. Granite Reef Road. Suite #90 — AZ 85257 StruCale Version 10.0.1.6 1 2/11/2017 10:37:25 AM I 7.5 ft I .AXLALLOADING Live Load: PL = 3489 lb * Dead Load: PD = 1674 lb * Column Self Weight: CSW = 92 lb Total Axial Load: PT = 5255 lb * Load obtained from Load Tracker. See Summary Report for details. 12T@ 11"= 11'-O 55 ZN LANDING PAN HSS6X6Xl/4 STAIFLCOL ri r-" MC12X14.3 MC12X14.3 B' UP STAIR CM - OSTR(?) . _) ~A_ - Iro L3½XX1/4 0® Mçx143 CD -. -M .3 OSTR,L a1 UX1/4 CD s-rb I WMW-7 C14 - STAIR UP. OSTR?) OSTR(? L3-1kX3-i3X1/ V - MC12X14.3 - - \ \ MC12X14.3 \LANDING PAN OSTR COL() 3709B(1? HSS494XIA ,1STAIJCOL 3 5-2 UP12T@11"=11-O 5.5 Side I Side 2 Floor Live Load I'LL = tOO psf 100 psf Floor Dead Load FDL = 40 psf 40 psf Floor Tributary Width FTW = 1.2 ft 1.2 ft I Wall Load WALL = 0 p11' I Beam Total Live Load: wL = 240 pIt' Beam Total Dead Load: wD = 96 plf Beam Self Weight: BSW = 6 plf Total Maximum Load: wT = 342 pIt' PrbjecLCALCl7lIl6BLDGB Luvation:. I -LANDING JOIST -STAIR I Uniformly Loaded Floor Beam 12ffl6 California Building Code(AISC 14th Ed ASD)] A361-3-1/20-1/2x1/4 x 5.2 FT Leg Down Section Inadequate By: 4.3% omñiIling Factor: Shear 5kAI t .DEELECTIONS Center Live Load 0.11 IN U588 Horizontal Component 0.06 Dead Load 0.05 in Horizontal Component 0.03 in Total Load 0,15 IN L/413 Horizontal Component 0.09 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L1240 REACTIONS A 13 Live Load 624 lb 624 lb Dead Load 265 lb 265 lb Total Load 889 lb 889 lb Beirirg Length. 0.63 in 0.63 in Span Length 5,2 ft Un braced Length-Top 0 ft STEEL ANGLE PROPERTIES L3-1/2x3-1/2x1/4 - A36 Properties: Yield Stress: Fy 36 ksi Modulus of Elasticity: E = 29000 ksi Depth (Leg Length): d = 3.5 in Leg Thickness: tw = 0.25 in Distance to Angle Toe of Fillet: k = 0.63 in Moment of Inertia About X-X Axis: Ix= 2 in4 Section Modulus About X-X Axis: Sx 0.79 in3 Design Properties per AISC 14th Edition AISC Steel Manual: Angle Tip is in Tension Flange Buckling Ratio: FBR = 14 Allowable Flange Buckling Ratio for Compact: AFBR = 15.33 Allowable Flange Buckling Ratio for Non-Compact: AFBR_NC = 25.83 Nominal Flexural Strength w/ Safety Factor: Mu = 1696.53 ft-lb Controlling Equation: FlU-i Controlling Cv Factor: Cv Nominal Shear Strength w/ Safety Factor: Vn = 11317 lb Controlling Moment: 1155 ft-lb 2.6 ft from left support Created by combining all dead and live toads. Controlling Flexural Shear: 889 lb Controlling Torsional Shear (C-G4-2): 10910 lb Controlling Shear: 11799 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Provided Moment ollnertia (deflection): 1.23 in4 2 in4 Moment: . 1155 ft-lb 1697 ft-lb Shear: 11799 lb 113171b 'tRM Struktur Studio. L L.0 1525 N Granite Reef Road. Suite 49 AZ 85257 StruCalc Version 10.0.1.6 12/11/2017 10:52:16 AM /.r P. FLOORL(MlThNG Side l. Side 2. Floor Live Load FLL = 100 psf 0 psf Floor Dead Load FDL = 40 psf 0 psf Floor Tributary Width FTW = 2.6 It 0 ft Wall Load WALL 0 plf Beam Total Live Load: wL = 260 p11 Beam Total Dead Load wD = 104 plf Beam Self Weight: BSW = 14 plf Total Maximum Load: .wT 378 plf l'rojeci: CALCI7I 116_BLDG B .' . toe it.ion 2 LANDING FRAME STAIR I Sirukti,r Studio I I C Uniformly Loaded Floor Beam .. . I i25 N. Granite Reef Road. Suite #9 12016 California Building Code(AJSC 14th Ed ASD)] jScottsdaIc, \855:7 A36MC12x14.3x9.6FT - - SC!Ofl Adequate by: 534.7% StruCalc Version 10.0.1.6 12/11/2017 10:52:17 AM CoiitroIlin Factor Moment DEFEECfIONS Qg Live Load 0.02 IN U5118 Dead Load 0.01 in Total Load 0.03 IN U3517 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: U240 _ RE,tCTIONS Live Load 1248 lb 1248 lb Dead Load 568 lb 568 lb Total Load 1816 lb 1816 lb Bearing Length 0.75 in 0.75 in Span Length 9.6 ft UnbracedLeiigth-Tó, 2.4 ft ft /.r STEEL PROPERTIES. MC12x14J-A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d= 12 in Web Thickness: tw = 0.25 in Flange Width: bf= 2.12 in Flange Thickness: tf= 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: lx = 76.1 in4 Section Modulus About X-X Axis: Sx 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15,9 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AFBR 10:79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 2.4 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 ft for Eqn. F2-2: Lr= 7.1 I ft Nominal Flexural Strength w/ safety factor: Mn = 27659 ft-lb Controlling Equation: F2-2 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength wi safety factor: Vii = 38802 lb Controlling Moment: 4358 ft-lb 4.8 ft from left support Created by combining all dead and live loads. Controlling Shear: 18161b At support; Created by combining all dead and live loads. Comparisons with required sections: Provided Moment of Inertia (deflection): 5.35 in4 76.1 in4 Moment: 4358 ft-lb 27659 ft-lb Shear: 1816 lb 38802 lb NOTES \1 Project: CALC Ill I 16 BLDG B Lucniion:3 - INTERIOR STRINGER - STAIR I 3 StruktutStudiä. L.L.0 Multi I ouckd Multi Span Beam b25 N ,rnni1 Reel Road. Suite #9 or 12016 California Building Code(AISC 14th Ed ASD)] jScottsdate, AZ 85257 A36 MC12xI4.3 x 11.0 FT (Actual 13.3 FT) Section Adequate By: 459.3% StruCalc Version 10.0.1.6 12/11/2017 10:52:17 AM C046II6j.Factor: Moment DEFLECT1ONS Center LOADING DIAGRAM. Live Load 0.05 IN L/3248 Dead Load 0.02 in Total Load 0.07 IN L/2164 Live Load Deflection Criteria: 11360 Total Load Deflection Criteria: 11240 REICT1ONS' . - Live Load 1238 lb 1238 lb Dead Load 619 lb 619 lb Total Load 1857 lb 1857 lb BcarihgLeiigth 0.75 in 0.75 in - - :.'REAM DATA Span Length . It it -- Unbraccd Length-Top 0 ft lift - B lJnbraccd Length-Bottom II ft l3eani End Elevation Difference 7:5 ft STEEL PROPERTIES UNIFORM LOADS. gjfr MC12xl4.3 - A36 (Jnifonn Live [óad 225 plf Unifona Dead Load 79 pit' Properties: Scam Self Weight 14 plf Yield Stress: FY= 36 ksi Total Uniform Load 318 p11 Modulus of Elasticity: E = 29000 ksi - -- Depth: d= 12 in Web Thickness: tw 0.25 in Hatige Width: bf= 2.12 in Flange Thickness: tf= 0.31 in Distance to Web Toe of Fillet: k 0.75 in Moment of Inertia About X-X Axis: lx = 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FI31Z = 3.39 Allowable Flange Buckling Ratio: ,\FBR 1 0.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraccd Length: Lb = 0 it Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength w/ safety factor: Mn = 28563 fl-lb Controlling Equation: 172-1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. G2-2: hltw-limit = 63.58 Cv Factor: Cv = I Controlling Equation: G2-3 Nominal Shear Strength wl safety factor: Vii = 38802 lb Controlling Moment: 5107 ft-lb 5.503 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1534 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: gg Provided Moment of Inertia (deflection): 8,44 in4 76.1 in4 Moment: 5107 ft-lb 28563 ft-lb Shear: 1534 lb 38802 lb NOTES 9.6 ft FLOOR LOADING - Sidel Side Floor Live Load FLL = 100 psf 0 psf Floor Dead Load FDL = 40 psf 0 psf Floor Tributary Width FTW 2.6 ft 0 It Wall Load WALL = 0 lf Beam Total Live Load: wL = 260 p11 Beam Total Dead Load: wD = 104 plf Beam Self Weight: BSW = 12 plf Total Maximum Load: %AT= 376 p11 rOP-f 1..OADS -CENTER SPAN .Lod Number Two * Live Load 1238 lb 1238 lb Dead Load 619 lb 619 lb Location 4.5 11 5.1 ft * Load obtained from Load Tracker. See Summary Report for details. - I 0, Uniformly Loaded Floor Beam Stthkttr Studio, l:.LC 125 N ('iranIt. R.0 Road Suite #9 (2016 California Building Code(AISC 14th Ed ASD)J AZ 8.5!S7 A36C8x11.5x9.6FT - Seciion Adequate By: 36.4% StruCaic Version 10.0.1.6 12/11/2017 10:52:17 AM Coniroflkij Factor: Moment .DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN [1848 Dead Load 0.07 in Total Load 0.20 IN [1573 Live Load Deflection Criteria: [1360 Total Load Deflection Criteria: L/240 REAcTIONS A Live Load 2486 lb 2486 lb Dead Load 1173 lb 1173 lb Total Load 3659 lb 3659 lb 1 2 'Bkdririg, Lit1i 0.94 in 0.94 in I I Span Length 9.6 ft Unbraced Length-Top 2.4 ft STEEL PROPERTIES. C8x1I.5-A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d= 8 in Web Thickness: tw = 022 in Flange Width: bf= 2.26 in Flange Thickness: tf= 0.39 in Distance to Web Toe of Fillet: k = 0.94 in Moment of Inertia About X-X Axis: lx= 32.5 in4 Section Modulus About X-X Axis: Sx = 8.14 1n3 Plastic Section Modulus About X-X Axis: Zx = 9:63 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 2.9 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR 27.84 Allowable Web Buckling Ratio: AWBR= 106.72 Controlling Unbraced Length: Lb = 2.4 ft Limiting Unbraced Length. for lateral-torsional buckling: Lp = 2.59 It Nominal Flexural Strength w/ safety factor: Mn = 17299 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/lw = 27.84 Limiting height to thickness ratio for eqri. G2-2: h/tw-limit = 63.58 Cv Factor: . Cv = 1 Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vn = 22764 lb Controlling Moment: 12682 ft-lb 4.8 ft from left support Created by combining all dead and live loads. Controlling Shear: -3659 lb At support. Created by combining all dead and live loads. Comparisons with required sections: g4 Provided Moment of Inertia (deflection): 13.8 in4 32.5 in4 Moment: 12682 ft-lb 17299 ft-lb Shear: -3659 lb 22764 lb NOTES Uniform Live Load 0 p11 Uniform Dead Load 0 plf Beam Self Weight 14 p11 Total Uniform Load 14 DII Load Number Qj * Live Load 2486 lb Dead Load 1173 lb Location II ft * Load obtained from Load Tracker. Load Number One Left Live Load 225 p11 Left Dead Load 78.8 pf Right Live Load 225 p11 Right Dead Load 78.8 p11 Load Start OR Load End lift Load Length II ft 36 ksi 29000 ksi 12 in 0.25 in 2.12 in 0.31 in 0.75 in 76.1 in4 12.7 1n3 15.9 in3 3.39 10.79 42 106.72 Oft 2.04 ft 28563 ft-lb 42 63.58 38802 lb Two 120 p11 48 p11 120 plf 48 plf lIft 16.2 ft 5.2 ft Project: CALC 171116-BLDG B Lncntlon 5 - EXTERIOR STRINGER - STAIR I Multi-Loaded Multi-Span Beam [20(6 California Building Code(AlSC 14th Ed ASD)] A36 MC12x14.3 x 16.2 FT (Actual 17.9 Fl) Section Adequate By: 36.1% Controlling Factor: Moment WKF.4a W Struktur Studio, L;L.0 1525 N. Granite Reef Road. Suite #9 'Scottsdale, AZ 85257 StruCalc Version 10.0;1.6 12/11/2017 10:52:18 AM / Live Load 0.35 IN L1620 Dead Load 016 in Total Load 0.51 IN L/421 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L1240 Live Load 2533 lb 3052 lb Dead Load 1179 lb 1479 lb Total Load 3712 lb 4531 lb 13ear1ng iAngth 0.75 in 0.75 in Span Length 16.2 ft Unbraced Length-Top 0 ft 16.2 Unbraced Length-Bottom 16.2 ft Beam End Elevation Difference 7.5 ft STEEL PROPERTIES MCl2x[4.3 -A36 Properties: Yield Stress: Fy = Modulus of Elasticity: E = Depth: d= Web Thickness: tw Flange Width: bf= Flange Thickness: tf= Distance to Web Toe of Fillet: k = Moment of Inertia About X-X Axis: lx = Section Modulus About X-X Axis: Sx = Plastic Section Modulus About X-X Axis: Zx = Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = Allowable Flange Buckling Ratio: AFBR = Web Buckling Ratio: WBR = Allowable Web Buckling Ratio: AWBR = Controlling Unbraced Length: Lb = Limiting Unbraced Length- for lateral-torsional buckling: Lp Nominal Flexural Strength w/ safety factor: Mn = Controlling Equation: 172-1 Web height to thickness ratio: h/tw = Limiting height to thickness ratio for eqn G2-2: h/tw-limit = Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength WI safety factor: Vii = for details. Controlling Moment: 20993 ft-lb 10.853 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -4112 lb 16.334 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: .Provided Moment of Inertia (deflection): 44.22 in4 76.1 in4 Moment: 20993 ft-lb 28563 ft-lb Shear: -4112 lb 38802 lb 20 Project: CALC I7III6BLDG B Loatin:6 -COLUMN - STAIR 1 Column [2016 California Building Code(AlSC 14th Ed ASD)J HSS'4 x 4 x 1/4 x 7.5 FT /ASTM A500-GR.B-46 Scetion Adequate By: 95.6% 1523 N. Suite #9 Scottdak A/ 8''D7 StruCalc Version 10.0.1.6 12/1 1/2017 10:52:18 AM Live Load: Vert-LL-Rxn = 4300 lb Dead Load: Vert-DL-Rxn = 2139 lb Total Load: Vert-TL-Rxn = 6439 lb Total Column Length: 7.5 ft Unbraced Length (X-Axis) Lx: 7.5 It Unbraced Length (Y-Axis) Ly: 7.5 ft Column End Condition-K (e): I COLUMN PROPERTIES HSS 4 x 4 x 1/4 - Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wall Thickness: t = 0.233 in Area: A= 3.37 in Moment of Inertia (deflection): Ix = 7.8 in4 ty = 7.8 in4 Section Modulus: Sx 3.9 ir3 Sy= 3.9 in3 Plastic Section Modulus: Zx 4.69 1n3 Zy = 4.69 in3 Rad. of Gyration: rx= 1.52 in iy 1.52 in Column Compression Calculations: KL/r Ratio: KLxlrx = 59.21 KLy/ry = 59.21 Controlling Direction for Compr. Calcs: (Y-Y Axis) Flexural Buckling Stress: Fcr = 36.34 ksi Controlling Equation 177-I Nominal Compressive Strength: Pc = 73 kip Combined Stress Calculations: H I - lb Controls :0.04 'Cuiiirolling Combined Stress Factor: 0.04 I A Live Load: PL= 4300 lb * Dead Load: PD= 2047 lb * Column Self Weight: CSW = 92 lb Total Axial Load:. PT = 6439 lb * Load obtained from Load Tracker. See S for details.. C) 1 MEZZCOL. HSS6X6Xl 25-4 OSTRCOL(7)-..J STAIRSOL d MEZZ COL I) 9rp1- W14X22 - J 'W24X76 -r M'12x14.3 - MC12X14.3 MT2y43 A. - __ 0 .-uP - - I__MCX143 7 - W12X14 LANDING PAN-/ OSTRCOL(?) HSS4)C4-X 1/4 -1 STAIft..COL 4 7-L 12T@ ill 11-O 5-0 12T@11=11'.0 rQ I'roje6t:CALCl711 16_BLDG B Location: I LANDING JOIST - STAIR 213 UniformI Loaded Floor Beam [2016 California Building Code(AISC 14th Ed ASD)] A36 0-1/20-1/2x1/4 x 4.75 FT Leg Down Section Adequate By: 256% Controlling Factor: Shear :.flter Live Load ' 0.06 IN L/925 Horizontal Component 0.04 Dead Load 0.03 in Horizontal Component 0.02 in Total Load 0.09 IN U648 Horizontal Component 0,05 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240_ - .'REACTIONS ,B Live Load 475 lb 475 lb flp.citl Load 204 1k 204 1k im .525 N. Ghtnite Reel Road Suite N9 -Scottsdak Ah 8557 StruCalc Version 10.0.1,6 12/11/2017 10:52:19 AM LOADIN'( DIAGRAM - Total Load 679 lb 679 lb -Beariiigl.cngth 0.63 in 0.63 in Span Length 4.75 ft I UnbracedLeiigth-Top 0 ft - - - -IEOOR-LO.D1NG-- - --- - - STEELANGLEPROPERTIES L3-1/2x3-1/2x1/4 - A36 Floor Live Load FILL = 100 psf 100 psf Floor Dead Load FDL = 40 psf 40 psf Properties: Floor Tributary Width FTW = 1 ft 1 ft Yield Stress: Fy= 36 ksi Modulus of Elasticity: E = 29000 ksi Wall Load WALL 0 Depth (Leg Length): d 3.5 in Leg Thickness: tw = 0.25 in Distance to Angle Toe of Fillet: k 063 Beam Total Live Load: wL 200 plf Moment of Inertia About X-X Axis: Ix = 2 in4 Beam Total Dead Load: wD = 80 plf Section Modulus About X-X Axis: Sx = 0.79 in3 Beam Self Weight: BSW = 6 plf Design Properties per AISC 14th Edition ALSC Steel Manual: Total Maximum Load: wT .286 pif _. ... - Angle Tip is in Tension Flange Buckling Ratio: FBR= 14 Allowable Flange Buckling Ratio for Compact: AFBR = 15.33 Allowable Flange Buckling Ratio for Non-Compact: AFBR_NC = 25.83 Nominal Flexural Strength w/ Safety Factor: Mn = 1696.53 ft-lb Controlling Equation: F 10-1 Controlling Cv Factor: Cv = Nominal Shear Strength w/ Safety Factor: Vn = 11317 lb Controlling Moment: 806 ft-lb 2375 ft from left support Created by combining all dead and live loads. Controlling Flexural Shea,': 679 lb Controlling Torsional Shear (C-G4-2): 8333 lb Controlling Shear: 9012 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Recrd Provided, Moment of Inertia (deflection): 0.78 in4 - 2 in4 Moment: 806 ft-lb 1697 ft-lb Shear: 9012 lb - 11317 lb NOTES.....-- - . 2 ct:CALCl7I 116 BLDG B Lk)fl2 - HEADER - STAIR 213 ormly Loaded Floor Beam 6 California Building Code(AlSC 14th Ed ASD)] C8xI 1.5 x4.75 FT on Adequate By: 2856.1% mllinn Factor: Moment UZ ' ,,_.. Strukwr Studio, LL.G 4. 1525 N. Granite Reef Road. Suite #9 -A 8251 %S257 StrtiCalc Version 10.0.1.6 12/11/2017 10:52:19 AM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: 11360 Total Load Deflection Criteria: L/240, REACTIONS A B - Live Load 333 lb 333 lb Dead Load 160 lb 160 lb Total Load 493 lb 493 lb ariimg.Lcrigth 0.94 in 0.94 in .I3EMI DATA.', Span Length 475 11 Unbraced Length-Top 0 ft STEEt. PROPERTIES, C8xll.5-A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 8 in Web Thickness: 1w = 0,22 in Flange Width: hN 2.26 in Flange Thickness: tf = 0.39 in. Distance to Web Toe of I:illet: k = 0.94 in Moment of Inertia About X-X Axis: lx = 32.5 in4 Section Modulus About X-X Axis: Sx = 8.14 in3 Plastic Section Modulus About X-X Axis: Zx = 963 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FI3R = 2:9 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 27.84 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 Il Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.59 II Nominal Flexural Strength wl safety factor: Mn = 17299 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 27.84 Limiting height to thickness ratio for cqn. G2-2: lt/tw-limit = 63.58 Cv Factor: Cv= I Controlling Equation: G2-3 Nominal Shear Strength wl safety factor: Vn = 22764 lb HI ill 4.76 ft FLOOR LOADING - - - - . Side 1, Side 2 Floor Live Load I'LL = 100 psI 100 psf Floor Dead Load FDL = 40 psI 40 psI' Floor Tributary Width F'IW = I ft 0.4 ft Wall Load WALL= 0 p11 Beam Total Live Load: wL = 140 p11' Beam Total Dead Load;, wi) = 56 p11 Beam Self Weight: BSW = 12 p!f Total Maximum Load: wT= 208 p11 . -. Controlling Moment: 585 ft-lb 2.375 ft from lefi support Created by combining all dead and live loads. Controlling Shear: -493 lb At support. Created by combining all dead and live loads. Comparisons with required sections: RLcLd Provided Moment of Inertia (deflection): 035 1n4 32.5 in4 Moment: 585 fl-lb 17299 ft-lb Shear: -493 lb 22764 lb POINT LOADS. CENTER SPAN Load Number One * - Live Load 333 lb Dead Load 160 lb Location 2 II *Load obtained from Load Tracker. See Summary Report for details. TRAPEZOIDAL LOADS- CENTER SPAN Load Number One Let! Live Load 237.5 p11 Left Dead Load 83 pIt' Right Live Load 237.5 pIE Right Dead Load 83 plf Load Start 2 II Load End 14 II Load Length 12 it l'evtCALCl71l16 BLDG B Location: 3 - STRINGER - STAIR 2/3 3 Multi-Loaded Multi-Span Beam [2016 California Building Code(AISC 14th Ed ASD)j A36 MCI 2xI4,3x 14.0 FT Section Adequate By: 241.0% CóiiièàUing Factor: Moment DEFLECTIONS çggr Live Load 0.09 IN L/1774 Dead Load 0.04 in Total Load 0.13 IN L/1251 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REATIONS - B Live Load 1507 lb 1676 lb Dead Load 664 lb 692 lb Total Load 2171 lb 2368 lb Barin Le6tli 0.75 in 0.75 in \'tPi'Il 'strtikttir Studio L I C 1) 25 N Grmni. Ru,I Road Suite #9 Al 85b7 StruCalc Version 10.0.1.6 12/11/2017 10:52:19 AM :1. ._IvvI Uev I tCr Span Length 14 ft Unbraced Length-Top 0 ft Unbraced Length.I3oitomi4 ft STEEL PROPERTIES 'MCI 2xl43-A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12 in Web thickness: 1w = 0.25 in Flange Width: h1 2.12 in Flange Thickness: tf= 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: lx = 76.1 in4 Section Modulus About X-X Axis: Sx = 12;7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties per ..t1SC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AF-BR = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWI3R = 106.72 Controlling Unbraced Length: - Lb = 0 Ii Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2,04 ft Nominal Flexural Strength w/ safety factor: Mu = 28563 11-lb Controlling Equation: 172-1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: 02-3 Nominal Shear Strength WI safety factor: Vii = 38802 lb Controlling Moment: 8375 ft-lb 6.86 Ft from left support of span 2 (Center Spaii) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2368 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Provided Moment of Inertia (deflection): 15.45 in4 76.1 in4 Moment: 8375 fl-lb 28563 ft-lb Shear: -2368 lb 38802 lb 14.tt Uniform Live Load 0 p11' Uniform Dead Load 0 p11 Beam Self Weight 14 p11 Total Uniform Load 14 plf 1 ject: CALCI71116—BLDG B ation: 4 - COLUMN - STAIR 2/3 umn 16 California Building Code(AISC 14th Ed ASD)J 4 x 4 x 1/4 x 7.5 FT /ASTM A500-GR.B-46 lion Adequate By: 96.6% 0 NIUM-4 POST CNI Suite #9 Scousdak, Al 85257 StniCalc Version 10.0.1.6 12/11/2017 10:52:20 AM Live Load: Vert-LL-Rxn = 3489 lb Dead Load: Vert-DL-Rxn = 1562 lb Total Load: Vert-TL.Rxn = 5051 lb .COLUINUATA. Total Column Length: 7.5 ft Unbraced Length (X-Axis) Lx: 7.5 ft Unbraced Length (V-Axis) Ly: Column End Condition-K (e): I COLUMN PROPERTIES HSS4x4xl/4-Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wall Thickness: t = 0.233 in Area: A = 337 in Moment of Inertia (deflection): lx = 7.8 in4 ly = 7.8 in4 Section Modulus: Sx = 3.9 in3 Sy = 3.9 in3 Plastic Section Modulus: Zx = 4.69 i13 Zy = 4.69 1n3 Rad, of Gyration: rx = 1.52 in iy 1;52 in Column Compression Calculations: KL/rRatio: KLxirx= 59.21 KLy/ry= 59.21 Controlling Direction for Conipr. Caics: (Y-Y Axis) Flexural Buckling Stress: Fcr = 36.34 ksi Controlling Equation Fl-I Nominal Compressive Strength: Pc = 73 kip Combined Stress Calculations: HI - lb Controls :0.03 COntioll1iigCombined Stress Factor: 0.03 I ft AXIAL LOAD1G Live Load: PL = 3489 lb * Dead Load: PD= 1470 lb* Column Self Weight: CSW = 92 lb Total Axial Load: PT = 5051 lb * Load obtained from Load Tracker. See Summary Report for details. 14 C.) STA OSTR(?)1] 00 C8X11.5 - - co l •C"• > (0 ) Ic'J .4, 0 missing weld(?) RB 1/2 'MC12X14.3 ? Omissing wJdL1 2'osTRcoL(?) I- HSS4X4X1/4 STAIR—COL 2-3 2-3 4-6 24'4 74 17O 1 4'6 8-0 46_ H I I EL 0-0" 0 STAIR 1 OSTR(?) Ci :••- LANDING PAN MC12X14.3 M1,12X14,3 37096('i) . OSTR(? L3-½X3- /2X1/4 ISTAIR I UP - MC124.3 M2X14.3to - OSTR_COL(?-7 • OSTR_COL(?) HSS4X4X1/4 • HSS4X4X1/ STAIR_COL _COL STAIR OP 5-1 7 T @ 11" = 6-5 17-0 : J._•- 4, Prôjct CALC 1711 16_BLDG B LenIion: I - LANDING JOIST - STAIR 4 Uniformly Loaded Floor Beam C~ l216 California Building Code(AISC 14th Ed ASD)1 A36 L3-l/2x3-I/2x1/4 a 5.25 FT Leg Down Section Adequate By: 1.2% I . r- 1' ..) FAJ C6ñ,rlling Factor: Shear DEFLECTIONS Live Load 0.10 IN L/609 Horizontal Component 0.06 Dead Load 0.04 in Horiiontal Component 0:03 in Total Load 0.15 IN L/427 Horizontal Component 0.09 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: U240 REACTIONS -A Live Load 591 lb 591 lb Dead Load 251 lb 251 lb Total Load 842 lb 842 lb .I3earjisg Lchgtli 0.63 in 0.63 in ) Ciraniti. RLtload Suite #9 A/ 85'S7 StruCalc Version 10.0.1.6 12/11/2017 10:52:20 AM ft Span Length 5.25 ft Unbraced Length-Top 0 ft STEEL ANGLE PROPERTIES. L3-1/2x3-1/2x1/4 - A36 Properties: Yield Stress: Fy= 36 ksi Modulus of Elasticity: E = 29000 ksi Depth (Leg Length): d = 3.5 in Leg Thickness: . tw = 0.25 in Distance to Angle Toe of Fillet: k = 0.63 in Moment of Inertia About X-X Axis: Ix = 2 1n4 Section Modulus About X-X Axis: Sx = 0.79 in3 Design Properties per AISC 14th Edition AISC Steel Manual: Angle Tip is in Tension Flange Buckling Ratio: FBR = 14 Allowable Flange Buckling Ratio for Compact: AFBR = 1533 Allowable Flange Buckling Ratio for Non-Compact: AFBR_NC = 25.83 Nominal Flexural Strength WI Safety Factor: Mu 1696.53 ft-lb Controlling Equation: F10-1 Controlling Cv Factor: Cv = Noninal Shear Strength w/ Safely Factor: Vn = 11317 lb Controlling Moment: 1105 ft-lb 2.625 ft from left support Created by combining all dead and live loads. Controlling Flexural Shear: 842 lb Controlling Torsional Shear (C-G4-2): 10338 lb Controlling Shear: 11180 lb At support. Created by combining all dead and live loads. Comparisons with required sections: PecVd Provided Moment of Inertia (deflection): 1,18 in4 2 in4 Moment: 1105 ft-lb 1697 ft-lb Shear: 111801b 113171b No'rES: JrØQfl LOADING- -. . Side 2 Floor Live Load FLL= 100 psf 100 psf Floor Dead Load FDL = 40 psf 40 psf Floor Tributary Width FTW= 1.1 ft LI ft Wall Load WALL 0 phI BEAM LOADING Beam Total Live Load: wL 225 p11 Beans Total Dead Load: wD = 90 plf Beam Self Weight: BSW 6 plf Total Maximum Load:, vT 321 plf . .. . I...,.- ..-.. - NIN 4 '4 S! 14.C- Unhlornil) Loaded Floor Beam I 25 N Grarnt Rt.I Road Suite 49 [2016 California Building Code(AISC 14th Ed ASD)j 85257 A36C8x11.5x4.5 FT Section Adequate By: 1671.8% StruCalc Version 10.0.1.6 12/11/2017 10:52:20 AM Controlling Factor: Moment Live Load 0.00 IN UMAX Dead Load . 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: 11240 REACTIONS B Live Load -. 296 lb 296 lb Dead Load 151 lb 151 lb Total Load 447 lb 447 lb Beariña LciKkiN 0.94 in 0.94 in Span Length 4.511 Unb raced, iYgth-To, 0 ft - -STEEL. PROPERTIES. C8x11.5-A36 Properties: Yield Stress: Fy 36 ksi Modulus of Elasticity: E 29000 ksi Depth: d 8 in Web Thickness: 1w = 0.22 in Flange Width: bf= 2.26 in Flange Thickness: tf= 0.39 in Distance to Web Toe of Fillet: k = 0.94 in Moment of Inertia About X.X Axis: lx = 32.5 in4 Section Modulus About X-X Axis: Sx = 8.14 in3 Plastic Section Modulus About X-X Axis: Zx = 9.63 1n3 i Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 2.9 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: . WBR = 27.84 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.59 ft Nominal Flexural Strength wl safety factor: Mn = 17299 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 27.84 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength wl safety factor: Vn = 22764 lb Controlling Moment: 976 ft-lb 2.25 ft from left support Created by combining all dead and live loads. Controlling Shear: .447 lb At support. Created by combining all dead and live loads: Comparisons with required sections: Provided Moment of Inertia (deflection): 0.45 in4 32.5 in4 Moment: 976 ft-lb 17299 11-lb Shear: -447 lb 22764 lb NOTES ft ELOOR LOADING - - - -- - - - - - Side I Side Floor Live Load FLL = 0 psf 0 psf Floor Dead Load FDL = - 0 psf 0 psf Floor Tributary Width FTW = 0 ft 0 II Wall Load WALL = 0 oIl Beam Total Live Load: wL = 0 plf Beam Total Dead Load: wD = 0 pIt' Beam Self Weight: BSW = 12 pif Total Maximum Load: wT =. 12 pll' • - - POINT LOADS .CENTER-SP.kN -- - - - - • -. IToad Numb One. Live Load 591 lb Dead Load 251 lb Location 2.25 ft * Load obtained from Load Tracker. See. Summary Report for details. Project: CALC l71116—BLDG B L60tion:.3 - STRINGER - STAIR 4 Multi-Loaded Multi-Span Beam [20 16 California Building Code(AlSC 14th Ed ASD)J A35MC12x14.3 x 8.8 FT (Actual 10.2 FT) cIion Adequate By: 785.9% oiurbllina.Factor: Moment T! RM tSottsdiik. AZ85257 StruLtur Studio L L C 1525 N: Grit iteReef Road. Suite 119 1/ StruCale Version 10.0.1.6 12/1 1/2017 10:52:21 AM Live Load 0.02 IN 1)6610 Dead Load 0.01 in Total Load 003 IN U4465 Live Load Deflection Criteria: L/360 - Total Load Deflection Criteria: 1)240 REACTIONS A B Live Load 990 lb 990 lb Dead Load 476 lb 476 lb Total Load 1466 lb 1466 lb Bcing.Lcngth 0.75 in 0.75 in 0• I Span Length 8.8 ft Unbraced Length-Top 0 II A L8ft B Unbraced Length-Bottom 8.8 ft Beam End Elevation Difference 5.2 ft - - STEEL PROPERTIES UNIFORM LOADS Center 'MC12l4J - A36 UiIfi Live Load 225 plf Uniform Dead Load 79 p11 l Properties: . Beam Self Weight 14 ph' Yield Stress Fy = 36 ksi lohl Uniform Load _318 .plt Modulus of' Elasticity: E 29000 ksi Depth: d =. 12 in Web Thickness: tw = 0,25 in Flange Width: - bf= 2.12 in Flange Thickness: tt' 0.31 in Distance to Web Toe of Fillet: . k, 0.75 in Moment of Inertia About X-X Axis: Ix= 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 159 1n3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FI3R = 3.39 Allowable Flange Buckling Ratio: AFBR = 1079 Weti Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWI3R= 106.72 Controlling Unbraced Length: Lb = 0 I) Limiting Unbraced Leuigth - for lateral-torsional buckling: Lp = 2.04 Ii Nominal Flexural Strength wl safety factor: Mn 28563 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = I Controlling Equation: G2-3 Nominal Shear Strength wl safety factor: Vii = 38802 lb Controlling Moment: 3224 ft-lb 4.399 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1262 lb At left support of span 2 (Center Span) Created by combining all (lead loads and live loads on span(s Comparisons with required sections: Rggd Provided Moment of Inertia (deflection): 414 in4 76.1 in4 Moment: 3224 ft-lb 28563 ft-lb Shear: 1262 lb 38802 lb Project: CALC 171116 BLDG B - RM Loi.ntion 4 STRINGER STAIR 4 Struktur Studio, LLC Multi-Laded Multi-Span Beam r 1525 N. Granite Reef Road. Suite 49 12016 California Building Code(AISC 14th Ed ASD)] -#--Scottsdale AZ 85257 A36MC12xl43 x 12.5 FT Section Adequate By: 225.3% StruCale Version 10.0.1.6 12/11/2017 10:52:21 AM Co'ntrolliñg Factor: Moment Live Load 0.07 IN U2020 Dead Load 0.03 in Total Load 0.11 [N L/1389 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: U240 REACTIONS Live Load 1583 lb 1646 lb Dead Load 749 lb 718 lb Total Load 2332 lb 2364 lb Bearing Length 0.75 in 0.75 in Span Length 12.5 ft - - - Unbraced Length-Top 0 ft 12.5 ft Unbraced Length-Bottom 12.5 ft STEEL PROPERTIES MC12xI4.3 - A36 UNIFORM LOADS Center Uniform Live Load 0 plf Properties: Uniform Dead Load 0 plf Yield Stress: Fy 36 ksi Beam Self Weight 14 plf Modulus of Elasticity: E = 29000 ksi Total Uniform Load 14 plf Depth: d= 12 in Web Thickness: 1w = 0.25 in POINT LOADS - CENTER SPAN - - - Flange Width: bf= 2.12 in Load Number One * Flange Thickness: tf = 0.31 in Live Load 990 lb Distance to Web Toe of Fillet: k = 0.75 in Dead Load 476 lb Moment of Inertia About X-X Axis: lx = 76.1 in4 Location 4.5 ft Section Modulus About X-X Axis: Sx 12.7 in3 * Load obtained from Load Tracker. See.SUmmary Rcport for details. Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 TRAPEZOIDAL LOADS -_CENTER SPAN Design Properties per AISC 14th Edition Steel Manual: Load Number One hig Flange Buckling Ratio: FBR = 3.39 Left Live Load I 2.5 plf 225 p11 Allowable Flange Buckling Ratio: AFBR = 10.79 Left Dead Load 45 plf 78.8 plf Web Buckling Ratio: WBR = 42 Right Live Load 112.5 plf 225 plf Allowable Web Buckling Ratio: AWBR = 106.72 Right Dead Load 45 plf 78.8 plf Controlling Unbraced Length: Lb = 0 ft Load Start 0 ft 5.1 ft Limiting Unbraced Length - Load End 5.1 ft 12.5 Ii for lateral-torsional buckling: Lp = 2.04 a Load l.ength 5.1 ft 7.4 ft Nominal Flexural Strength w/ safety factor: Mn = 28563 fl-lb Controlling Equation: F2-1 Web height to thickness ratio: h/lw = 42 Limiting height to thickness ratio for eqn. G2-2: hltw-limit = 63.58 Cv Factor: Cv = Controlling Equation: 02-3 Nominal Shear Strength w/ safety factor: Vii 38802 lb Controlling Moment: 8781 ft-lb 5.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads'on span(s) 2 Controlling Shear: -2363 lb 12.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: RgcLd Provided Moment of Inertia (deflection): 13.56 in4 76.1 in4 Moment: 8781 ft-lb 28563 ft-lb Shear: -2363 lb 38802 lb NOUES, 3' Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 14 plf Total Uniform Load 14 Of Load Number One * Two Live Load 591 lb 1583 lb Dead Load 251 lb 749 lb Location 2.25 ft 4.5 ft Load obtained from Load Tracker. See Load Number Two Left Live Load 225 p11 Left Dead Load 78.8 plf Right Live Load 225 plf Right Dead Load 78.8 plf Load Start 4.5 ft Load End 13.3 ft Load Len ath 8.8 It 36 ksi 29000 ksi 12 in 0,25 in 2.12 in 0.31 in 0.75 -in 76.1 1n4 2.7 in3 15.9 in3 339 10.79 42 106.72 0 ft 2.04 ft 28563 ft-lb 42 63.58 38802 lb for details. Project: CALC171 116 BLDG B ' \'i!f' Location: 5 - STRINGER - STAIR 4 , -- Suotur Studio, L.L C Multi Loaded Multi Span Beam 152 N GrinU Reef Road Suite ff9 [2016 California Building Code(AlSC 14th Ed ASD)J AZ 85257 A36 MC]2xl4.3 x 13,3 FT (Actual 14.3 FT) Section Adequate By: 127.5% StruCaic Version 10.0.1.6 12/11/2017 10:52:21 AM CónLoIling Factor: Moment DEFLECTIONS :te LOAfING DIACRi Live Load 0.13 IN U1270 Dead Load . 0.06 in Total Load 0.20 IN L/866 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 Live Load 2193 lb 1961 lb Dead Load 1052 lb 896 lb Total Load 3245 lb 2857 lb Bearing Length 0.75 in 0.75 in Span Length 133 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 13.3 ft Beam End Elevation Difference 5.2 ft STEEL PROPERTIES MCl2x14.3 - A36 Properties: Yield Stress: Fy Modulus of Elasticity: E = Depth: d = Web Thickness: tM Flange Width: bf Flange Thickness: tf= Distance to Web Toe of Fillet: k = Moment of Inertia About X-X Axis: IN = Section Modulus About X-X Axis: Sx = Plastic Section Modulus About X-X Axis: Zx = Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR. = Allowable Flange Buckling Ratio: AFBR = Web Buckling Ratio: WBR = Allowable Web Buckling Ratio: AWBR = Controlling Unbraced Length: Lb = Limiting Unbraced Length - for lateral-torsional buckling: Lp = Nominal Flexural Strength w/ safety factor: Mn Controlling Equation: 172-1 Web height to thickness ratio: h/tw = Limiting height, to thickness ratio for eqn. G2-2: h/lw-limit ~ Cv Factor: Cv Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vu = Controlling Moment: 12556 ft-lb 4.526 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3023 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on spant,s Comparisons with required sections: Rggu! Provided Moment of Inertia (deflection): 21.57 in4 76.1 it14 Moment: 12556 ft-lb 28563 ft-lb Shear: 3023 lb 38802 lb Prócct: CALCI7III6 BLDG 13 llin6 - STRINGER - STAIR 4 Muki-Loaticd Multi-Span Beam [2_011_6 California Building Code(AISC 14th Ed ASD)] A30 MC12xl4.3 x 12.5 FT (Actual 13.5 Fl) cclion Adequate By: 337.1% omràlling Factor: Moment RiM 1525 N. Ornnitclie'~I:Rbad. Suite #9 .Scottsdak,AZ 85257 StruCaic Version 10.0.1.6 12/11/2017 10:52:22 AM -DEFLECflONS tC LOADING mACRAM Live Load 0.06 IN 112517 Dead Load 0.03 . in Total Load 0.10 IN L/1700 Live Load Deflection Criteria: 1136.0. Total Load Deflection Criteria: 11240 REAcTONS A. ,ft .. .4.. Live Load 1125 lb 1410 lb Dead Load 571 lb 653 lb Total Load 1696 lb 2063 lb _. .. -. I3elii696e4gil 0.75 in 0.75 in Span Length 12.5 ft Unbraced Length-Top 0 It 12.5 ft Unbraced Length-Bottom 12.5 ft Beam End Elevation Difference 5.2. ft STEEL PROPERTIES LNIFORMLOAl)S - CcIn -.--- - - - MCI 2xI4.3 - A36 Uniform Live Load 0 plf Uniform Dead Load 0 plf Properties: Beam Self Weight 14 p11 Yield Stress: F = 36 ksi Total Uniform Load 14 p11 Modulus ot'Elasticity: E = 29000 ksi Depth: d = 12 in .POINT LOADS - CENTER SPAN Web Thickness: tw = 0.25 in * Load Number One Flange Width: bf= 2.12 in Live Load 296 lb Flange Thickness: tf= 0.31 in Dead Load 151 lb Distance to Web Toe of Fillet: k = 0.75 in Location 5.1 ft Moment of Inertia About X-X Axis: lx 16.1 in4 * Load obtained from Load Tracker, See Summary Repin for details. Section Modulus About X-X Axis: Sx = 12.7 in3 TRIPEZOIDAL LOADS - CENTER SPAN Plastic Section Modulus About X-X Axis: Zx 15.9 in3 Load Number One TWO Design Properties per AISC 14th Edition Steel Manual: Left Live Load 112.5 plf 225 pIt' Flange Buckling Ratio: FBR = 339 Left Dead Load 45 plf 78.8 plf Allowable Flange Buckling Ratio: AFBR = 10.79 Right Live Load 112.5 p11 225 plf Web Buckling Ratio: . WBR = 42 Right Dead Load 45 p11 78.8 plf Allowable Web Buckling Ratio: AWBR = 106.72 . Load Start 0 ft 5.1 ft Controlling Unbraced Length: Lb = 0 ft Load End 5.1 ft 12.5 ft Limiting Unbraced Length - Load Cngtb 5.1 11 7.4 ft for lateral-torsional buckling: Lp = 2.04 ft . . Nominal Flexural Strength v/ safety factor: Mn 28563 ft-lb Controlling Equation: 172-1 Web height to thickness ratio: h/tw = . 42 Limiting height to thickness ratio for eqa. G2-2 h/tw-limit = 63:58 Cv Factor: Cv = Controlling Equation: 02-3 Nominal Shear Strength w/ safety factor: Vii 38802 lb I Controlling Moment: 6534 ft-lb 6.121 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1905 lb 12.926 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s - Comparisons with required sections: Rgii4 Provided Moment of Inertia (deflection): 10.89 in4 76.1 in4 Moment: 6534 ft-lb 28563 ft-lb Shear: -1905 lb 38802 lb 33 l'rojec:t: CALC 171 I I6.BLDG B 100 - I octltion 7 COLUMN STAIR 4 1 StruLtur Studio I I C Column . 1525N. GraiiIt Rcr Road. Suite #9 [20 16 California Building Code(AISC 14th Ed AS D)] Scottsdale, AZ57 HSS4x4x 1/4x9.8 FT/ASTMASOO-GR.B-46 - - Section Adequate By: 95.9% StruCaic Version 10.0.1.6 12/11/2017 10:52:22 AM VERTICAL REAcTIONS LOADING fllACRM1 - L.JYI.L,UUU. vert-LL-Rxn= 3316 ID Dead Load: Vert-DL-Rxn = 1744 lb Total Load: Vert-TL-Rxn = 5062 lb .COLUMN DATA. Total Column Length: 9.8 ft Unbraced Length (X-Axis) Lx: 9.8 ft Unbraced Length (Y-Axis) Ly: 9.8 ft Column End Condition-l( (e): I COLUMN PROPERTIES :FS4c4 x 1/4-Square Steel Yield Strength: Fy 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy . 4 in Column Wall Thickness: t = 0.233 in Area: A= 3.37 in Moment of Inertia (deflection): Ix = 7.8 in4 ly = 7.8 in4 Section Modulus: Sx = 3.9 in3 Sy = 3.9 in3 Plastic Section Modulus: Zx = 4.69 in3 Zy = 4.69 in3 Rad: of Gyration: rx 1.52 in rv= 1.52 in Column Compression Calculations: KLIr Ratio: KLxlrx = 77.37 KLy/ry = 77.37 Controlling Direction for Compr. Calcs: (Y-Y Axis) Flexural Buckling Stress: Fcr = 30.75 ksi Controlling Equation Fl-I Nominal Compressive Strength: Pc = 62 kip Combined Stress Calculations: HI - lb Controls :0.04 'Cnntrlliiig. Combined Stress Factor: 0.04 * n. 9.8 ft - AXIAL LOADING. Live Load: PL = 3318 lb $ Dead Load: PD = 1623 lb Column Self Weight: CSW = 121 lb Total Axial Load: PT = 5062 lb * Load obtained from Load Tracker. See Summary Report for details. ul)I, C LAar 'lMbaJ 1 181@ 11°=16'-6 - _ • - I- MC12X14.3 UP ISTAIRI OSTR, A ELO-Ol MC2X14.3 - - - HSS6X6XI4 .67 , .3 Vi~-1 5-11 31 - LANDING PAN - . 5-B 1- o / HSS4X4X1/4 / STAIR_ COL :. - - MC12X14.3 CM . OSTR(?1) - .7 L3-1 X3- /2X114 > 00 ( LO ,- - () cJ c_) •••..MC12XI4.3 ________ • - - Ci- LO ZZ COL STAIR - OSTR(?)__ - cli 3522A(?) co W14X22 co (T.O.S. EL. 14-61&) IEL15-O 65 591/4 3521A 3523A W14X22 W12X14 TO.S. EL. 14.61,) T.O.S. EL. 14-6½) Cci .8) Ic,,. I FLOOR LOAl)lNC . -- Side L Side 2 Floor Live Load FLL 100 psI' tOO psi' Floor Dead Load FDL 40 psf 40 psf Floor Tributary Width FTW = 1.2 ft 1,2 ti Wall Load WALL 0 ntf Beam Total Live Load: vl., = 240 pIt' Beam 'fotal Dead Load: wD = 96 plf Beam Self Weight: BSW = 6 plf Total Maximum Load: w'l' 342 11 roject:CALCI71116—BLDG C ,oca,n: I - LANDING JOIST - STAIR I •1 Inifornily Loaded Floor Beam 2016 California Building Code(AlSC 14th Ed ASD)] 36 L3-I/2x3-1/2x1/4 x 6.0 FT Leg Down ectioudeqoate By:203%.-' otrlIint.t Factor: Shear , .-.. UI'.I1.i!L_1iUi' Live Load 0:19 IN U383 Horizontal Component 0.11 Dead Load 0.08 in Horizontal Component 0.05 in Total Load 0.27 IN L/269 Horizontal Component 0.16 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 - REAcrrONS, A.— Live L6d - 720 lb 720 lb Dead Load 305 lb 305 lb Total Load 1025 lb 1025 lb Bearing lieligib 0.63 in 0.63 in BEAM DATA; Center Span Length 6 II lin braced Lehgth.Top 0 ft STEEL ANGLE rRoPElrrws L3-l/2x3-I/2x1/4 - A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth (leg Length): d = 3.5 i i.cg Thickness: tw = 0.25 in Distance to Angle Toe of Fillet: k 0.63 'in Moment of Inertia About X-X Axis. lx = .2 1n4 Section Modulus About X-.X Axis: Sx = 0.79 in3 Design Properties per AISC 14th Edition AISC Steel Manual: Angle Tip is in Tension Flange Buckling Ratio: FBR 14 Allowable Flange Buckling Ratio for Compact: AFBR = 15.33 Allowable Flange Buckling Ratio for Non-Compact: AFI3R_NC = 25,83 Nominal Flexural Strength WI Safety Factor: Mn 1696.53 ft-lb Controlling Equation: F10-1 ControltingCv Factor: Cv Nominal Shear Strength wi Safety Factor: Vn 11317 lb Controlling Moment: 1538 ft-lb 3.0 ft from left support Created by combining all dead and live loads. Controlling Flexural Shear: 10251b Controlling 'torsional Shear (C-G4-2): 125891b Controlling Shear: 136141b At support. Created by combining all dead and live loads. Comparisons with required sections: Reqd Pfovidcd, Moment of Inertia (deflection) 1.88 in4 Moment: 1538 fl-lb 2 tn4 1697.ft-lb V t Shear: -- 13614 lb :ll) Struktur Studio, L L C b25 N Granite Reef Road Suite 49 01 StruCaic Version 10.0.1.6 12/11/2017 11:07:24 AM Side I Side 2 Floor Live Load FLL = 0 psf 0 psf Floor Dead Load FDL = 0 psf 0 psf Floor Tributary Width FTW = 0 ft 0 ft Wall Load WALL = 0 nlf Beam Total Live Load: wL = 0 plf Beam Total Dead Load: wD = 0 plf Beam Self Weight: BSW = 12 plf Total Maximum Load: wT = 12 nlf Load Number QJM * Live Load 720 lb Dead Load 305 lb Location 2.38 ft * Load obtained from Load Tracker. See Sumrnarv.Rcoori for details. Project: CALC t 71116 BLDG C -- - . Locajion: 2 - HEADER - STAIR I '2 Siruklur Studio, L.L.0 Unifomly Loaded Floor Beam 1525 N. Granite Reef Road. Suite 49 [2016 California Building Code(AISC 14th Ed ASD)] 85257 A36C8x1I.5 x4.75 FT Section Adequate By: 1284.4% StruCaic Version 10.0.1.6 12/11/2017 11:07:25 AM ontrø1liiigFactor: Moment Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 360 lb 360 lb Dead Load 180 lb ISO lb Total Load 540 lb 540 lb ngLcngLh 0.94 in 0.94 in Span Length 4.75 ft Unbraced Length-Top 2.38 ft STEEL PROPERTIES. C8x11.5 -A36 Properties: Yield Stress: Fy= 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d= 8 in Web Thickness: tw = 0.22 in Flange Width: bf 2.26 in Flange Thickness: tf = 0.39 in Distance to Web Toe of Fillet: k = 094 in Moment of Inertia About X-X Axis: lx = 32.5 in4 Section Modulus About X-X Axis: Sx = 8.14 in3 Plastic Section Modulus About X-X Axis: Zx = 9.63 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 2.9 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 27.84 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 2.38 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.59 ft Nominal Flexural Strength w/ safety factor: Mn = 17299 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tv = 27.84 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit 63.58 Cv Factor: Cv = Controlling Equation: 02-3 Nominal Shear Strength w/ safety Factor: Vii = 22764 lb 4.75 Controlling Moment: 1250 ft-lb 2.375 ft from left support Created by combining all dead and live loads. Controlling Shear: -540 lb At support. Created by combining all dead and live loads. Comparisons with required sections: ReWd Provided Moment of Inertia (deflection): 0.6 in4 32.5 in4 Moment: 1250 ft-lb 17299 ft-lb Shear: -540 lb 22764 lb Project: CALC171116 BLDG C - / Location: 3 - STRINGER - STAIR I tpirSjt1ioLC Multi I. otukd Multi Span Beam I52 N Granit Rc1 Road Suite #9 of - [20 16 California Building Code(AISC 14th Ed ASD)J SeoitsdaI, \' 85237 - A36:MC12xI4.3 x 16.5 FT (Actual 19,8 FT) Séctoi Adequate By: 136.8% . StruCalc Version 10.0.1.6 12/11/2017 11:07:25 Arvl Controlling Factor Moment Live Load 0,26 IN L/918 Dead Load 0.13 in Total Load 0.39 IN U615 - Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 RRACTIONS A fl -- - -- -.- Live Lóad 1959 lb 1959 lb Dead Load 965 lb 965 lb Total Load 2924 lb 2924 lb Ba?ingLngth._0.75-in 0.75 in Span Length 16.5 ft Unbraccd Length-Top 0 it Unbraccd Length-Bottom 16.5 ft Beam End Elevation Difference H. ft STFEL PROPERTIES MC12x143 - A36 Properties: Yield Stress: Fy= 36 ksi Modulus ni Elasticity: E = 29000 ksi Depth: d = 12 in Web Thickness: tw = 0:25 in Flange Width: b1 2.12 in Flange Thickness: If= 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment or Inertia About X-X Axis: Ix= 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: - AFI3R 10.79 Web Buckling Ratio: -WBR = 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraccd Length: Lb = 0 ft Limiting Unhraced Length - for lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength wl safety factor: Mn = 28563 11-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength wi safety factor: Vii = 38802 lb Controlling Moment: 12062 ft-lb 8.254 Ft from left support of span 2 (Center Span) Created by combining all dead 1oáds and live loads on span(s) 2 Controlling Shear: -2433 lb 16.641 Ft from left support of span 2 (Cen(er Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: RecVd Provided Moment of Inertia (deflection): 29.84 in4 76.1 iu4 Moment: . 12062 ft-lb 28563 ft-lb Shear: -2433 lb 38802 lb NOTES it n•rtvi Lncr Uniform Live Load 238 plf Unifonii Dead Load 83 pit' Beam Self Weight 14 p11 - Total lJnitbrns Load 335 pIE Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 14 plf Total Uniform Load 14 pH' Load Number One * Live Load 360 lb Dead Load 180 lb location 16.5 ft Load obtained from Load Tracker. Load Number One Two Left Live Load 237.5 plf 118.8 p11 Left Dead Load 83 p11 47.5 p11 Right Live Load 237.5 plf 118.8 p11 Right Dead Load 83 plf 47.5 plf Load Start Oft 16,5 ft Load End 16.5 ft 22.5 ft Load Length 165 ft 6 ft 36 ksi 29000 ksi 12 in 0.25 in 2.12 in 0.31 in 0.75 in 76.1 in4 12,7 in3 15.9 in3 3.39 10.79 42 106.72 0 ft 2.04 0 28563 fl-lb 42 63.58 38802 lb for details. ject:CALCl711l6 BLDG C ation: 4 - STRINGER - STAIR I ti-Loaded Multi-Span Beam 16 California Building Code(AISC 14th Ed ASD)J i MC12x14.3 x22.5 FT (Actual 25 Fl) ion Adequate By: 8.9% tr011ihg Factor: Deflection & RIVI ) 'Slrilkiur Studio, L..L.0 1525 N. 'Granite Reef Road. Suite 99 -jScotisclak, AZ 85257 StruCalc Version 10.0.1.6 12/11/2017 11:07:25 AM /.r Live Load 0.77 IN L/392 Dead Load 0.36 in Total Load 1.13 IN U267 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: 1J240 Live Load 2673 lb 2318 lb Dead Load 1235 lb 1145 lb Total Load 3908 lb 3463 lb Bearing Length 0.75 in 0.75 in Span Length 22.5 11 Unbraced Length-Top 0 Ii Unbraced Length-Bottom 22.5 ft Beam End Elevation Difference II ft 225 STEEL PROPERTIES MCl2xl4J - A36 l'rbperties: Yield Stress: Fy = Modulus of Elasticity: E Depth: . Web Thickness: . tw = Flange Width: bf Flange Thickness: tf= Distance to Web Toe of Fillet: k = Moment of Inertia About X-X Axis: lx = Section Modulus About X-X Axis: Sx = Plastic Section Modulus About X-X Axis: Zx = Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = Allowable Flange Buckling Ratio: AFI3R = Web Buckling Ratio: WBR = Allowable Web Buckling Ratio: AWBR Controlling Unbraced Length: Lb = Limiting Unbraced Length - for lateral-torsional buckling: Lp = Nominal Flexural Strength w/ safety factor: Mu = Controlling Equation: . F2-1 Web height to thickness ratio: h/tw = Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength wi safety factor: Vu = Controlling Moment: 22079 ft-lb 11.248 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3511 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Reg Provided Moment of Inertia (deflection): 69.85 in4 76.1 in4 Moment: 22079 ft-lb 28563 Pt-lb Shear: 3511 lb 38802 lb NOTES 3°' lrojcci;CALCI7lll6_BLDGC . / LOcatiOn'. S - STRINGER - STAIR I S - 'Struktnr Studio, L.L.0 Mulii.Loidira Multi-Span Beam 1525 N. Granite Reef Road. Suite 49 1.2016 California Building Code(AlSC 14th Ed ASD)] .-Scottsdale, AZ 85257 A36 MC12x14.3 x 7.25 FT (Actual 8.7 Fl) - - Seciibn Adequate By: 1126.6% StruCalc Version 10.0.1.6 12/1 1/2017 11:07:26 AM Contràlling Factor: Moment Live Load 0.01 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/7254 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 Live Load - 861 lb 8611b Dead Load 424 lb 424 lb Total Load 1285 lb 1285 lb Bearing Leiigtli 0.75 in 0.75 in Fj Span Length 7.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 725 ft Beam End Elevation Difference 4.83 ft STEEL PROPERTIES MCI 2xl4.3-A36 Properties: Yield Stress: Fy= 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12 in Web Thickness: tw = 0.25 in Flange Width: bf= 2:12 in Flange Thickness: tf = 0.31 in Distance to Web Toe of Fillet: k = 075 in Moment of Inertia About X-X Axis: lx = 76.1 in4 Section Modulus About X-X Axis: . Sx = 12.7 in3 Plastic Section Modulus About X.X Axis: Zx = 15.9 in3 Design Properties per ALSC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength w/ safety factor: Mn = 28563 ft-lb Controlling Equation: 172-1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = . Controlling Equation: G2-3 Nominal Shear Strength wl safety factor: Vii = 38802 lb Controlling Moment: 2329 ft-lb 3.629 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1069 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: g Provided Moment of Inertia (deflection): 2.53 in4 76.1 in4 Moment: 2329 ft-lb 28563 ft-lb Shear: - 1069 lb 38802 lb p Uniform Live Load 238 pIt Uniform Dead Load 83 p11 Beam Self Weight 14 plf Total Uniform Load 335.. p15 -. - - - lMo 6-STRINGER-STAIR I OR '9. !:C Multi-Loaded Multi-Span Beam . .1525 N. Granitei(eel' Road. Suite #9 [2016 California Building Code(AISC 14th Ed AS D)] A/ 827 A36 MC12x14.3 x 12.0 FT (Actual 12.9 FT) Sc I ctioii Adequate By: 363.5% StruCaic Version 10.0.1.6 12111/2017 11:07:26 AM C'onlroiliiig Factor: Moment Live Load 0.06 IN L/2661 Dead Load 0,03 in Total Load 0.08 IN 1J1846 Live Load Deflection Criteria: 11360 Total Load Deflection Criteria: 11240 .REvcmONs ' A ,a -- - ---- -- LiveLoad ' 1425 lb 1425 lb Dead Load 629 lb 629 lb Total Load 2054 lb 2054 lb Bearing Length 0.75 in 0.75 in BEAM DATA: Center Span Length 12 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft - Beam End Elevation Difference 4.83 ft STEEL PROPERTIES MC12x14.3 - A36 Properties: Yield Stress: FY = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d= 12 in Web Thickness: tw = 0.25 in Flange Width: bf= 2.12 in Flange Thickness: tf= 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: lx 761 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR 3.39 Allowable Flange Buckling Ratio: - AFBR 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp 2.04 ft Nominal Flexural Strength w/ safety factor: Mn = .28563 11-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqrl. G2-2: h/tw-limit 63.58 Cv Factor: Cv = I - Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Va = 38802 lb Uniform Live Load 238 p11 Uniform Dead Load 83 plf Beam Self Weight 14 plf Total UnifomiLoad_335.plf Controlling Moment: 6163 ft-lb 6,002 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1906 lb 12.06 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Recf d Provided Moment of Inertia (deflection): 10.3 in4 76.1 in4 Moment: 6163 fl-lb 28563 ft-lb Shear: .1906 lb 38802 lb NOTES Live Load: Vert-LL-R.xn = 3743 lb Dead Load: Vert-DL-Rxn = 1910 lb Total Load: Vert-TL..Rxn = 5653. lb COlUMN1)M'A Total Column Length: 11 ft Unbraced Length (X-Axis) Lx: II ft Unhraced Length (Y-Axis) Ly: I ft Column End Condition-K (e): I COLUMN PROPERTIES l-1SS4x4x 1/4-Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wall Thickness: t = 0.233 in Area: A = 3.37 in Moment of Inertia (deflection): Ix= 7.8 1n4 ly = 7.8 in4 Section Modulus: SK= 3.9 in3 Sy 3.9 in3 Plastic Section Modulus: Zx = 4.69 in3 Zy = 4,69 in3 Rad.ofGyration: rx= 1.52 in ry= 1.52 in Column Compression Calculations: KL/r Ratio: KLx/rx = 86.84 KLy/ry 86.84 Controlling Direction for Compr. Calcs: (Y-Y Axis) Flexural Buckling Stress: Fcr = 27.7 ksi Controlling Equation Fl-I Nominal Compressive Strength: Pc = 56 kip Combined Stress Calculations: HI - lb Controls : 0.05 Coiitrolliitg Combined Stress Factor: 0.05 Llect CALC1711I6 BLDG IT \'tiY/d RM aLion 7 COLUMN STAIR I I Strukiur Studio I I C lumn I2 N Graniti. Red Road Suite #9ak of 16 California Building Code(AlSC 14th Ed ASD)] A/ 8527 S 4 x 4 x 1/4'x 11.0 FTIASTM A500-GR.B-46 tion Adequate By: 94.9% StruCaic Version 10,0.16 12/1112017 11:07:26 AM Live Load: PL = 3743 lb * Dead Load: PD= 1774 lb* Column Self Weight: CSW = 136 lb Total Axial Load: PT = 5653 lb * Load obtained from Load Tracker. See S for D 9fl FL - - - -- ' - Z 14 . 1 '.Iciv i/:I ITTJ_ILl!j'tiTi1.. - - CcI 171/av i Tiii:I1z.IzI Ui frQ4A11 TRUKTUR 1 'S mile [b name: I Date: (f(2./17 [Jib number: Engineer: Page No: 5rrng 7-, C' or FL.W Live Load 624 lb 624 lb Dead Load 265 lb 265 lb Total Load 889 lb 889 lb Bearing Length 0:63 in 0.63 in BEAN! DATA Ccnte Span Length 5.2 ft Uii braced. LengthTop 0 ft STEEl. ANCLE PROPERTIES L3-112x3-1/2x1/4 -A36 Properties: Yield Stress: Fv = 36 ksi Modulus of Elasticity: E= 29000 ksi Depth (Leg Length): d = 3.5 'in Leg Thickness: Lw = 0,25 in Distance to Angle Toe of Fillet: k = 0.63 in Moment of Inertia About X-X Axis: Ix = 2 in4 Section Modulus About X-.X Axis: Sx = 0.79 in3 Design Properties per AISC 14th Edition AISC Steel Manual: Angle Tip is in Tension Flange Buckling Ratio: FI3R = 14 Allowable Flange Buckling Ratio for Compact: AF-BR = 15.33 Allowable Flange Buckling Ratio for Non-Compact: AFBR NC = 25.83 Nominal Flexural Strength v/Safcty Factor: Mn = 1696.53 ft-lb Controlling Equation: F10-1 Controlling Cv Factor: Cv = Nominal Shear Strength w/ Safety Factor: Vn = 11317 lb Controlling Moment: 1155 ft-lb 2,6 ft from left support Created by combining all dead and live loads. Controlling Flexural Shear: 889 lb Controlling Torsional Shear (C.64-2): 10910 lb Controlling Shear: 11799 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Reqd f'oidcd Moment of Inertia (deflection): 1.23 in4 2 in4 Moment: 1155 ft-lb 169.74i-lb Shear: 11799 lb 11317 lb Side I Side 2 Floor Live Load FLL= IOU psf IOU psf Floor Dead Load FDl...= 40 psf 40 psf Floor Tributary Width FTW = 1.2 ft 1.2 ft Wall Load WALL = 0 nIl Beam Total Live Load: wL = 240 pIt' Beam Total Dead Load:. vt) = 96 p11 Beam Self Weight: BSW = 6 1ill Total Maximum Load: wT = 342 'lf -oject:CALCI7III6BLDGC )cation: I - LANDING JOIST - STAIR 2 niforrnly Loaded Floor Beam 016 California Building Code(A!SC 14th Ed ASD)] 36,L3-112x3-1/2x1/4 x 52 FT Leg Down ctión Inadequate By: 4.3% DiUm1lin Factor: Shear Ll.AO. OR M Ilse. Stniktur Studio 11 C lS25 N Granit Kel Road Suite #9 of ,Sciiusclak, AZ 115257 StrtiCalc Version 10.0.1.6 12/11/2017 11:07:24 AM Live Load 0.11 IN L/588 Horizontal Component 0.06 Dead Load 0,05 in Horizontal Component 0.03 in Total Load 0.15 IN L/413 Horizontal Component 0.09 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L/240 L\5 ,.FLOO111:10M1NC Side I Side 2 Floor Live Load I'LL = 100 psi 0 psi' Floor Dead Load FDL = 40 psi 0 psi Floor Tributary Width FTW 2.6 ft 0 Ii Wall Load WALL = 0 plf - BEAM LOADING Beam Total Live Load: wL = 260 p11 Beam Total Dead Load: wD = 104 p11 Beam Self Weight: BSW 14 p11 Total Maximum Load: WT = 378 ph l'rojecrCALCi71116_BLDGC - - Locuilon: 2-LANDING FRAME - STAIR 2 UniFdñul- Loaded Floor Beam [2016 California Building Code(AISC 14th Ed ASO)] A36MCI2x14:3x9.6FT Section Adequate By: 534.7% Conlr.o!!ing.Factor: Moment .DEFLECTIONS Center Live Load 0.02 IN L/5118 Dead Load 0.01 in Total Load 0.03 IN L13517 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 flF.ACTIONS, Live Load 1248 lb 1248 lb Dead Load 568 lb 568 lb Total Load 1816 lb 1816 lb Scaring Length 0.75 in 0.75 in - BEAM *DATA- Center Span Length ' 9.6 ft Unbraced.Lcngth-Top 2.4._ft STEEL PROPERTIES MCI 2x14,3- A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d= 12 in Web Thickness: tw = 0.25 in Flange Width: bf= 2.12 in Flange Thickness: 11= 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: Ix= 76,1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties pe AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 339 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AW13R = I 0672 Controlling Unbraced Length: Lb = 2.4 0 Limiting Unbraccd Length - For lateral-torsional buckling: Lp = 2.04 0 For Eqn.F2-2: Lr= ill 0 Nominal Flexural Strength w/ safety factor: Mn = 27659 fl-lb Controlling Equation: . F2-2 Web height to thickness ratio: h/Lw, = 42 Limiting height to thickness ratio for eqn:02-2: h/tw-limit = 63.58 Cv Factor: Cv = - I - Controlling Equation: G2-3 Nominal Shear Strength wi safety factor: Vn = 38802 lb Controlling Moment: 4358 ft-lb 4.8 0 from left support Created by combining all dead and live loads. Controlling Shear: . 1816 lb At support, Created by combining all dead and live loads. Comparisons with required sections: ReWd Provided Moment of Inertia (deflection): 5.35 in4 76:1 in4 Moment: 4358 0-lb 27659 fl-lb Shear: 1816 lb 38802 lb fl!jC. MW RM 1525 N Grunitc,Reef Road Suite 49 of AZ,85257 - StruCalc Version 10.0.1.6 12/11/2017 11:07:21 AM LI - 1U5 thIIUKYI L.()iU Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 14 plf Total Uniform Load 14 plf - . - - I V13A I)r.'iI rn..I I. (.•flC. i,...'. Load Number One Left Live Load. 225 plf Left Dead Load 78.8 p11 Right Live Load 225 p11 Right Dead Load 78.8 plf Load Start 0 ft Load End 11.25 ft Load Length- 11,25 ft Projcct CALCI7I 116_BLDG C -iRM / Location: 3 - INTERIOR STRINGER - STAIR 2 3 Slruktitr Studio, L.LC Multi I uadC(lMultj Span Beam - 1525 N Oninik. R~dr Road Suite #9 I16 California Building Code(AISC 14th Ed ASD)]—otistlaic, AZ 85257 36MC12xl4.3 x 11.25 FT (Actual 13.5 Fl) - Scii6ii Adequate By: 436.0% StniCalc Version 10.0.1.6 12/11/2017 11:07:22 AM COntrolling Factor: Moment Live Load 0.05 IN 1/3057 Dead Load 0.03 in Total Load 0.08 IN L/2042 Live Load Deflection Criteria: 1/360 Total Load Deflection Criteria: L/24 REACTIONS A 'Live Load 1266 lb 1266 lb Dead Load 629 lb 629 lb Total Load - 1895 lb 1895 lb bearing Length 0.75 in 0.75 in Span Length 11.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 11.25 ft Beam End Elevation Difference 7.5 ft .STEEL PROPERTIES MC12x143 - A36 Properties: Yield Stress: - Fy 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12 in Web Thickness: tw = 0.25 in Flange Width: - bf= 2.12 in Flange Thickness: tf = 031 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: IN = 76.1 in4 Section Modulus About X-X Axis: Sx 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 Il Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength WI safety factor: Mn = 28563 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 6158 Cv Factor: Cv = 11 Controlling Equation: 02-3 Nominal Shear Strength wl safety factor: Vn = 38802 lb Controlling Moment: 5329 ft-lb 5.625 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1576 lb 11.649 Ft from left Support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Bg Provided Moment of Inertia (deflection): 8.96 in4 76.1 in4 Moment: 5329 ft-lb 28563 ft-lb Shear: -1576 lb 38802 lb '4OTES -- - Project: CALCl71 116 BLDG C RM Location: 4 - HEADER - STAIR 2 4 StrukturStuclio, LLC Uniformly Loaded Floor Beam ; 1525 N. Granite Reef Road. Suite 49 [2016 California Building Code(AISC 14th Ed ASD)J -Scousdale, AZ 85257 A36 C8x1 1.5 x 9.6 FT S"tidii Adequate By: 36,4% StruCaic Version 10.0.1.6 12/11/2017 11:07:21 AM Cont rolling.Factor: Moment Live Load 0.14 IN L1848 Dead Load 0.07 in Total Load 0.20 IN U573 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 Live Load 2486 lb 2486 lb Dead Load 1173 lb 1173 lb Total Load 3659 lb 3659 lb 1 2 11 Bearing Lciigtli 0.94 in 0.94 in I I Span Length 9.6 ft Unbraced Length-Top 0 ft 9.6 ft STEEL PROPERTIES. C8x11.5-A36 Properties: Side I Yield Stress: Fy = 36 ksi Floor Live Load FLL = 100 psf Modulus of Elasticity: E = 29000 ksi Floor Dead Load FDL = 40 psf Depth: d = 8 in Floor Tributary Width FTW = 2.6 ft Web Thickness: tw = 0.22 in Flange Width: bf 2.26 in Wall Load WALL = 0 plf Flange Thickness: tf = 0.39 in BEAM LOADING Distance to Web Toe of Fillet: k = 0.94 in Beam Total Live Load: wL = 260 plf Moment of Inertia About X-X Axis: IN 32.5 in4 Beam Total Dead Load: wD = 104 plf Section Modulus About X-X Axis: Sx 8.14 in3 Beam Self Weight: BSW = 12 plf Plastic Section Modulus About X-X Axis: Zx = 9.63 in3 Total Maximum Load: wT = 376 plf Design Properties per -USC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 2.9 POINT LOADS - CENTER SPAN Allowable Flange Buckling Ratio: AFBR = 10.79 Load Number *Two * Web Buckling Ratio: . WBR = 27.84 Live Load 1238 lb 1238 lb Allowable Web Buckling Ratio: AWBR = 106.72 Dead Load 619 lb 619 lb Controlling Unbraced Length: Lb = 0 ft Location 4.5 It 5.1 ft Limiting Unbraced Length- * Load obtained from Load Tracker. See Summary for lateral-torsional buckling: Lp = 2.59 ft Nominal Flexural Strength w/ safety factor: Mn = 17299 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/lw = 27.84 Limiting height to thickness ratio for eqn.G2-2: h/tw-limit = 63.58 Cv Factor: Cv = I Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vn 22764 lb Controlling Moment: 12682 ft-lb 4.8 ft from left support Created by combining all dead and live loads. Controlling Shear: -3659 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Reqd Prayided Moment of Inertia (deflection): 13.8 in4 32.5 in4 Moment: 12682 ft-lb 17299 ft-lb Shear: -3659 lb 22764 lb Side 2 0 psf 0 psf Oft for details. am -it t aded Multi-Span Beam STAIR 2 1525 N. Granite Reef Road. Suite #9 La_[2016 California Building Code(AlSC 14th Ed ASD)J -Scottsdale, AZ 85257 A36MCl2x14.3x16.45F1 . - Seetioi Adequate By: 35.7% StruCalc Version 10.0,l.6 12/11/2017 11:07:22 AM Controlling Factor: Moment Live Load 0.30 IN L/659 Dead Load 0.13 in Total Load 0.43 IN U455 LiveLoadDeflectionCriteria:_L/360TotalLoadDeflectionCriteria:U240 'REACTIONS--- ----- - --. Live Load 3091 lb 2550 lb Dead Load 1433 lb 1111 lb Total Load 4524 lb 3661 lb 130riná Length 0.75 in 0.75 in BEAM DATA QIi'iE Span Length 16.45 ft - Unbraced Length-Top 0 ft A Unbraced Length-Bottom 16.45 ft , - - STEEL PROPERTIES MCl2x14.3 - A36 uN1FoRiLOM)S: Center Uniform Live Load 0 plf Properties: Uniform Dead Load 0 plf Yield Stress: Fy= 36 ksi Beam Self Weight 14 plf Modulus of Elasticity: E 29000 ksi Total Uniform Load _14 plf: Depth: d = 12 in POINT LOADS -CENTER SPA Web Thickness: tw = 0.25 in - - Load Number Qgg, * Flange Width: bf 2.12 in Flange Thickness: tf= 0.31 in Live Load 2486 lb Distance to Web Toe of Fillet: k = 0.75 in Dead Load 1173 lb Moment of Inertia About X-X Axis: lx = 76.1 in4 Location 5 2 ft * Load obtained from Load Tracker. Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X X Axis Zx = 15 .9 in3 TRAPEZOIDAL__ LOADS __CEN1 Design Properties per AISC 14th Edition Steel Manual: Load Number Flange Buckling Ratio: FBR = 3.39 . Left Live Load 120 plf Allowable Flange Buckling Ratio: AFBR = 10.79 Left Dead Load 48 plf Web Buckling Ratio: WBR = 42 Right Live Load 120 plf Allowable Web Buckling Ratio: AWBR = 106.72 Right Dead Load 48 plf Controlling Unbraced Length: Lb = 0 ft Load Start 0 ft Limiting Unbraced Length - Load End 5.2 ft for lateral-torsional buckling: Lp = 2.04 ft Load Length 5.2 ft Nominal Flexural Strength WI safety factor: Mn 28563 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vu = 38802 lb ft for details. Two 225 plf 78.8 plf 225 plf 78.8 plf 5.2 ft 16.45 ft 1125.11 Controlling Moment: 21054 ft-lb 5.26 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 4524 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: ReWd Provided - Moment of Inertia (deflection): 41.55 in4 76.1 in4 Moment: 21054 ft-lb 28563 ft-lb Shear: 4524 lb 38802 lb Irøjt.ct CALCl7lll6 BLDG - IfP1 Location: 6 COLUMN - STAIR 2 . Struktur Studio, L L.0 Column b2 N zrinIk Reef Road Suite #9 or 12016 California Building Code(AISC 14th Ed ASD)]Scoilsdale, A7-'85257 I ISS 4 x 4 x 1/4 x 7.5 FT /ASTM A500-GRB-46 ccIio1i Adequate By: 95.6% StritCalc Version 10.0.1.6 12/11/2017 11:07:22 AM Live Load: Vert-LL-Rxn = 4339 lb Dead Load: Vert-DL-Rxn = 2093 lb Total Load: . Vert-TL-Rxn = 6432 lb Total Column Length: 7.5 ft Unbraced Length (X-Axis) Lx: 7.5 ft Unbraced Length (Y-Axis) Ly: 7.5 ft Column End Condition-K (e): 1 I COLUMN PROJ!ERTIES. HSS 4 x 4 x 1/4 - Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wail Thickness: t = 0.233 in Area: A 3.37 in Moment of Inertia (defiection: lx 7.8 in4 ly = 7.8 in4 Section Modulus: Sx= 3.9 in3 Sy= 3.9 in3 Plastic Section Modulus: Zx = 4.69 1n3 Zy = 4.69 in3 Rad. of Gyration: rx= 1.52 in ry 1.52 in Column Compression Calculations: KUrRatio: KLx/r= 59.21 KLy/ry= 59.21 Controlling Direction for Compr. Cnlcs: (Y-Y Axis) Flexural Buckling Stress: Fcc = 36:34 ksi Controlling Equation F7-1 Nominal Compressive Strength: Pc = 73 kip Combined Stress Calculations: HI-lb Controls : 0.04 Contrnlliiig Combined Stress Factor: 0.04 7.5 ft I.A AXIAL LOADING Liveload: PL = 4339 lb * Dead Load: PD = 2001 lb * Column Self Weight: CSW = 92 lb Total Axial Load: PT = 6432 lb * Load obtained from Load Tracker. See S for details. All rii C. 17 5-7% 3536A fHMEZZ COL - -. (T.O.S.EL 146½) LU cJ C'Jd 3537A(?) W14X22 (T.Q.S. EL. 14-6½) pt- Ci 5'.4l LANDING PAN 3709B(?) &R COL THCOL 34X 14 UR_COL CL COLS Cox Ln C.) 0 -MEZZ COL HSS6X6X14 5' 7 Neffirz- StruktUr Studio, I... IC 1525 N. Granite AcefRoad. Suite #9 -scotisdale, AZ 85257 V StruCalc Version 10.0.1.6 12/11/2017 11:07:23 AM Projcct:'CALCl71116—BLDG C Location: I - LANDING JOIST - STAIR 3 Unift,rntly Loaded Floor Beam 12016 California Building Code(AlSC 14th Ed ASD)] A36 L3-1/2x3-1/2x1/4 x 4.75 FT Leg Down Section Adequate By: 25.6% ContIoIlina, Factor: Shear O.EFLIC1-10S Center Live Load 0.06 IN lJ925 Horizontal Component 0.04 Dead Load 0.03 in Horizontal Component 0.02 in Total Load 0.09 IN lJ648 Horizontal Component 0.05 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 Live Load 475 lb 475 lb Dead Load 204 lb 204 lb Total Load 679 lb 679 lb Bearing Length 0.63 in 0.63 in Spin Length 4.75 ft Unbraccd Length-Top. 0 ft STEEL ANC LE PROPERTIES 13-I/20-1/2x1/4 - A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth (Leg Length): d = 3.5 in Leg Thickness: Lw 0.25 in Distance to Angle Toe of Fillet: k = 0.63 in Moment of Inertia About X-X Axis: Ix= 2 in4 Section Modulus About X-X Axis: Sx = 0.79 in3 Design Properties per AISC 14th Edition AISC Steel Manual: Angle Tip is in Tension Flange Buckling Ratio: FBR = 14 Allowable Flange Buckling Ratio for Compact: AFBR = 15.33 Allowable Flange Buckling Ratio for Non-Compact: AFI3R NC 25.83 Nominal Flcxtiral Strength w/ Safety Factor: Mn = 1696i3 ft-lb Controlling Equation: FIO-1 Controlling Cy Factor: Cv Nominal Shear Strength WI Safety Factor: Vn = I 13 Ii lb Controlling Moment: 806 ft-lb 2.375 0 from left support Created by combining all dead and live loads. Controlling Flexural Shear: 679 lb Controlling Torsional Shear (C-G4-2): 8333 lb Controlling Shear: 9012 lb At support. Created by combining all dead and live loads. Comparisons with required sections: ftj Provided Moment of inertia (deflection): 0.78 in4 2 in4 Moment: 806 ft-lb 1697 ft-lb Shear: 9012 lb 11317 lb Side I Side 2 Floor Live Load FLL = 100 psf IOU psf Floor Dead Load FDL = 40 psf 40 psf Floor Tributary Width FTW Wall Load WALL = 0 0117 BEAM LOADING , l3earn Total Live Load: wL= 200 ph1 Beam Total Dead Load: l) = 80 plf Beam Self Weight: L3SW = 6 plf Total Maximum Load: wT = 286 nlf 52. Proj.cLCALCl71116—BLDG C - Locnionr2 - HEADER - STAIR 3 unilórilily Loaded Floor Beam I016 California Building Code(AlSC 14th Ed ASD)] A36C8x1 1.5 x 4.75 FT Section Adequate By: 2856.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L1240 ..RKACTIONS, Live Load 333 lb 333 lb Dead Load 160 lb 160 lb Total Load 493 lb 493 lb lenringieiigth 0.94 in 0.94 ..in Span Length 4.75 ft - Unb raced. Lcngtlt-Top 0 ft STEEL PROPERTIES C8x1I.5-A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 8 in Web Thickness: tw = 0.22 in Flange Width: bf= 2.26 in Flange Thickness: 1f = 0.39 in Distance to Web Toe of Fillet: k = 0.94 in Moment of Inertia About X-X Axis: Lx = 32.5 in4 Section Modulus About X-XA.xis: Sx= 8.14 in3 Plastic Section Modulus About X-X Axis: Zx = 9.63 in3 Design Properties per ALSC 14th Edition SteelManual: Flange Buckling Ratio: . FBR = 2.9 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 27.84 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.59 ft Nominal Flexural Strength w/ safety factor: Mn = 17299 fl-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 27.84 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = I Controlling Equation: G2-3 Nominal Shear Strength wl safety factor: Vn = 22764 lb Controlling Moment: 585 ft-lb 2:375 ft from left support Created by combining all dead and live loads. Controlling Shear: -493 lb At support. Created by combining all dead and live loads. Comparisons with required sections: ReWd Provided Moment of Inertia (deflection): 0.35 in4 32.5 in4 Moment: 585 ft-lb 17299 ft-lb Shear: -493 lb 22764 lb NOTES RM . Stniktur.Swdio. L:.0 1525 N Granite Reef Road. Suite 49 :•;; Scoiidale, AZ 85257 StrtiCalc Version 10.0.1.6 12/11/2017 11:07:23 AM Side I Side 2 Floor Live Load FLL = 100 psf 100 psf Floor Dead Load FDL = 40 psf 40 psf Floor Tributary Width FTW = I ft 0.4 ft .1 Wall Load - WALL = 0 pht .BEAi%I LOAD1N. . Beam Total Live Load: wL = 140 plf Beam Total Dead Load: wD = 56 ph Beam Self Weight: BSW= 12 plf Total Maximum Load: wT = 208 ph - Uniform Live Load 0 plf Uniform Dead Load 0 plf Beans Self Weight 14 plf Total Uniform Load 14 p11' POINT L.OAl)S - CENTER SPAN Load Number - Live Load 333 lb Dead Load 160 lb Location 2 it * Load obtained from Load Tracker. SeeSunsary Rcott for details. Load Number One Left Live Load 237.5 p11 Left Dead Load 83 p11 Right Live Load 231.5 plf Right Dead Load 83 plf Load Start 2 Ii Load End 14 It Load Length 12 ft Project CALC I 71116-BLDG C -----. .RM Locaiion:3 . STRINGER STAIR 3 '4StrukturStudio,L.L.0 Multi I ontkd Multi Span Beam 15 5 N Granite. Reef Road Suite #9 of 1.2016 California Building Code(AlSC 14th Ed ASD)J Scottsdale. A7.85257 A6 MCI 2x14.3 x 14.0 FT Section Adequate By: 241.0% StruCalc Version 10.0.1.6 12/11/2017 11:07:23 AM Controlling Factor: Moment Live Load 0.09 1NU1774 Dead Load 0.04 in Total Load 0.13 lNL/I25l Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L1240 l.tE&cIiONS. A B. Live Load 1507 lb 1676 lb Dead Load 664 lb 692 lb Total Load 2171 lb 2368 lb Bearing Length 0.75 in 0.75 in Span Length 14 It Unhraced Length-Top 0 It Unhraccd Length-Bottom 14 It STEEl. IROPERTIES MCl2xI4.3 - A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: C = 29000 ksi Depth: d = 12 in Web Thickness: tw = 0.25 in Flange Width: hf= 2.12 in flange Thickness: If= 031 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: lx = 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 l)csign Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FI31Z = 3.39 Allowable Flange Buckling Ratio: AF13R = 0.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR= 106.72 Controlling Unhraced Length: Lb = 0 11 Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2,04 ft Nominal Flexural Strength w/ safety factor: Mn = 28563 fl-lb Controlling Equation: 1-2-1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: 02-3 Nominal Shear Strength WI safety factor: Vu = 38802 lb Controlling Moment: 8375 ft-lb 6.86 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2368 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Rec~d Provided Moment of Inertia (deflection): 15,45 in4 76.1 i114 Moment: 8375 ft-lb 28563 ft-lb Shear: -2368 lb 38802 lb Project: CALC 171116_BLDG C Location: 4 - COLUMN - STAIR 3 Cótunn: [2016 California Building Code(AISC 14th Ed ASD)J HSS 4x 4 x 1/4 x 7.5 FT /ASTM A500-GR.B-46 Sian Adequate By: 96.9% V X41, ORIM &:~~Scoikdale,,AZ l525NGr,nitcRccl'Road Suite #9 8557 StruCalc Version 10.0.1.6 12/11/2017 11:07:24 AM Live Load: Vert-LL-Rxn = 3014 lb Dead Load: Vert-DL-Rxn = 1562 lb Total Load: Vert-TL-R.xn = 4576 lb COLUMNDATA Total Column Length: 7.5 ft Unbraced Length (X-Axis) Lx: 7.5 ft llnbraced Length (Y-Axis) Ly: 7.5 ft Column End Condition-K (e): I COLUMN PROPERTIES HSS4x4x 1/4-Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wall Thickness: t= 0.233 in Area: A = 3.37 in Moment of Inertia (deflection): lx 7.8 in4 ly = 7,8 in4 Section Modulus: Sx = 3.9 in3 Sy = 3.9 in3 Plastic Section Modulus: Zx = 4.69 in3 Zy = 4.69 in3 Rad. of Gyration: rx= 1.52 in ry= 1.52 in Column Compression Calculations: KL/r Ratio: K.Lx/rx = 59.21 KLy/ry = 59.21 Controlling Direction for Compr. Calcs: (Y.Y Axis) Flexural Buckling Stress: Fcr = 36.34 ksi Controlling Equation F7-1 Nominal Compressive Strength: Pc = 73 kip Combined Stress Calculations: I-Il-lb Controls :0.03 Ciititrdllii,g Combined Stress Factor: 0.03 I .AXIAL LOADING Live Load: PL= 3014 lb* Dead Load: PD = 1470 lb * Column Self Weight: CSW = 92 lb Total Axial Load: PT = 4576 lb . Load obtained from Load Tracker. See Summary Report for details. Ss 5.711/16, UP15T@ 11'=13-9 4-6 1.1hhi6 2'-3 2'-3 I,i 513/16 ET. 7 ISTAIR COL MC12X14.3 MC12X14.3 OSTR(? I HSS894)( • tB (BELOW) UP STAIR .CM OSTR(?) ) . 0 LANDING PAN-- MC12X14.3 -j---: 3709B(.) C8X11.5 - - C.) ci bo cq STAIR Z3_j~08 CD CL 4-6 9'-9 /16 (9 ..; Side I. Side 2 Floor Live Load FLL = 100 psi tOO psf Floor Dead Load FDL 40 psf 40 psi Floor Tributary Width FTW = 1.1 ft 1.1 ft I Wall Load WALL= 0 phi IlEAMLOMlING Beam Total Live Load: wL = 225 plf Bcani Total Dead Load: wD= 90 plf Beam Self Weight: I3SW = 6 ptf Total Maximum Load: vT = 321 nlf lr9jcei:CALC171 116_BLDG C Location: I - LANDING JOIST - STAIR 4 f StrUktur Studio, LLC Uniformly Loaded Floor Beam T,1525 N. Granite Reef Road. Suite #9 [2016 California Building Code(AISC 14th Ed ASD)] Scôusdale,.A2. .85257 A36 L3-1/2x3-1/2x1/4 x 5,0 FT Leg Doivn Section Adequate By: 63% StruCale Version 10.0.1.6 12/11/2017 11:07:27 AM Controlling Factor: Shear Live Load 0.09 IN L/705 Horizontal Component 0.05 Dead Load 0.04 in l-Iorizontol Component 0.02 in Total Load 0.12 IN L/495 Horizontal Component 0.07 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACI1ONS A B Live Load 563 lb 563 lb Dead Load 239 lb 239 lb Total Load 802 lb 802 lb l3aring Length 0,63 in 0.63 in Span length 5 Ii Unbraccd Length-TOp 0 ft STEEL ANGLE PROPERI1ES I..3-1/2x3-1/2x 1/4 - A36 l'm'oper(ies: Yield Stress: Fy 36 ksi Modulus of Elasticity: E = 29000 ksi Depth (Leg Length): d = 3.5 in Leg Thickness: tw 0.25 in Distance to Angle Toe ol'Fillet: k 0.63 in Moment of Inertia About X-X Axis: lx 2 in4 Section Modulus About X-X Axis: Sx = 079 in3 Design Properties per AISC 14th Edition AISC Steel Manual: Angle Tip is in Tension Flange Buckling Ratio: FBR = 14 Allowable Flange Buckling Ratio for Compact: AFBR = 15.33 Allowable Flange Buckling Ratio for Non-Compact: AFI3R_NC = 25.83 Nominal Flexural Strength WI Sal'ety Factor: Mn = 1696.53 ft-lb Controlling Equation: FIO-t Controlling Cv Factor: Cv = Nominal Shear Strength WI Safety Factor: Vn = 11317 lb Controlling Moment: 1002 ft-lb 2.5 ft from left support Created by combining all dead and live loads Controlling Flexural Shear: 802 lb Controlling Torsional Shear (C-G4-2): 9846 lb Controlling Shear: 10648 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Provided Moment of Inertia (deflection): 1.02 in4 2 in4 Moment: 1002 ft-lb 1697 ft-lb Shear: 106481b 113171b S-1 Project: CALCl7lll6 BLDG C - Uniformly Loaded Floor Beam _i&. 12r\ Granit Reef Road.Suite 119 [2016 California Building Code(AISC 14th Ed ASD)] A/ 857 A.6 C8d 1,5 x 4.5 FT _____________________________________________________ Section Adequate By: 1757.4% StrtiCalc Version 10.0.1.6 12/11/2017 11:07:27 AM CoritroiIiig Factor: Moment Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 Live Load 282 lb 282 lb Dead Load 145 lb 145 lb Total Load 427 lb 427 lb 13cnring1vngth 0.94 in 0.94 in Span Length 4.5 ft Unbraced Length-Top 2.25 ft STEEL PROPERTIES C8x11.5-A36 Properties: Side I Side 2 Yield Stress: Fy = 36 ksi Floor Live Load FLL = 0 psf 0 psf Modulus of Elasticity: E = 29000 ksi Floor Dead Load FDL = 0 psf 0 psf Depth: d = 8 in Floor Tributary Width FTW = 0 ft 0 ft Web Thickness: tw 0.22 in Flange Width: bf= 2.26 in Wall Load . WALL = 0 011- Flange Thickness: tf= 0.39 in Distance to Web Toe of Fillet: k 0.94 in BEAM LOADING Moment of Inertia About X-X Axis: Ix = 32.5 in4 Beam Total Live Load: wL = 0 plf Section Modulus About X-X Axis: Sx = 8.14 in3 Beam Total Dead Load: wD= 0 plf Plastic Section Modulus About X-X Axis: Zx = 9.63 in3 Beam Self Weight: BSW = 12 pIt' Design Properties per AISC 14th Edition Steel Manual: Total Maximum Load: - wT = 12 plf Flange Buckling Ratio: FBR = 19 POIT LOADS CENTER SPAN Allowable Flange Buckling Ratio: AFBR = 10.79 Load Number Qu * Web Buckling Ratio: WBR = 27.84 Live Load 563 lb Allowable Web Buckling Ratio: AWBR= 106.72 Dead Load 239 lb Controlling Unbraced Length: Lb = 2.25 11 Location 2.25 ft Limiting Unbraced Length - * Load obtained from Load Tracker. See Summary Report for details. for lateral-torsional buckling: Lp = 2.59 ft Nominal Flexural Strength w/ safety factor: Mn = 17299 ft-lb Controlling Equation: 172-1 Web height to thickness ratio: h/tw = 27.84 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vn = 22764 lb Controlling Moment: 931 ft-lb 2.25 ft from left support Created by combining all dead arid live loads. Controlling Shear: -427 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Reqd Provided Moment of Inertia (deflection): 0,42 in4 32,5 in4 Moment: 931 ft-lb 17299 ft-lb Shear: -427 lb 22764 lb NOI'lS IN MR 4 M Loa ulti-du.d Multi Span Beam [2016 California Building Code(AlSC 14th Ed ASD)I A36MC12x14.3x 14.9 FT Setiqn Adequate By: 223.6% Coiu.rôlling Factor: Moment '® tir:Sidio'. L.LC 1525 N Omuiti. Reel Road Suite #9 85257 StruCale Version 10.0.1.6 12/11/2017 11:07:27 AM of ..DEFLECTIONS 1OM)INCi)IACRAi1, Live Load 0.11 1NU1582 Dead Load 0.05 in Total Load 0.16 INL/1119 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L1240 REACTIONS A B - Live Load 1676 lb 1676 lb Dead Load 693 lb 693 lb Total Load 2369 lb 2369 lb BeuringLingtli ..0.75..in 0.75. in BEAM DATA Center - - Span Length 14.9 ft Unbraced Length-Top 0 ft '14.91t B Unbraced Length-I3oLtoin 14.9 ft - ,STEEL PROPERTIES . - - - MC12x14.3-A36 - -MFORM-LOADS Uniform Live Load 225 plf Properties: Uniform Dead Load 79 plf Yield Stress: Fy= E = 36 ksi Beam Self Weight 14 plf Modulus of Elasticity: d = 29000 ksi Total Uniform Load 318 p11 Depth: 12 in - - - - - - Web Thickness: tw = 0.25 in Flange Width: bf= 2:12 in Flange Thickness: tf 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: [x= 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength v/ safety factor: Mn = 28563 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vu = 38802 lb Controlling Moment: 8826 ft-lb 7.45 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2369 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on spani,s Comparisons with required sections gg Provided, Moment of Inertia (deflection): 17.32 in4 76.1 in4 Moment: 8826 ft-lb 28563 ft-lb Shear: 2369 lb 38802 lb -, .-. -.--. ----.- --. Uniform Live Load 0 plf Uniform Dead Load 0 pIt' Beam Self Weight 14 p11 Total UnilOrm Load 14 all, Load Number One * Live Load 1958 lb Dead Load 838 lb Location 8.5 ft * Load obtained from Load Load Number One l..ctl Live Load 225 p11 Left Dead Load 78.8 p11 Right Live Load 225 p11 Right Dead Load 78.8 plf Load Start 0 ii Load End 8.5 II Load Lcnatli 8.5 ft Sec Two 112.5 plf 45 p11 112.5 plf 45 plf 8.5 ft 13.5 ft 511 for details. Project: CALC171 16 BLDG C Location: 4 - STRINGER. STAIR 4 m ulti-Loaded Multi-Span Beam [2016 California Building Code(AISC 14th Ed ASD)] A36 MCI2xl4.3 x 13.5 FT (Actual 14.7 Fl) Section Adequate By: 96.4% Cbht?blliitg Factor: Moment Granke 1Reef Road. Suite 49 Stotiidalej AZ 85257 StruCalc Version 10.0. 1,6 12/11/2017 11:07:28 AM Live Load 0.16 lNLI1094 Dead Load . 0.07 in Total Load 0.23 fN L/755 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 ---A R - -. - •-. - Live Load 2140 lb 2293 lb Dead Load 959 lb 1061 lb Total Load 3099 lb 3354 lb lletirihgLeAgtli 0.75 in 0.75 in Span Length 13.5 ft Unbraced Length-Top 0 ii Unbraced Length-Bottom 13.5 11 Beam End Elevation Dillcrence 5.75 ft EI STEEL PROPERTIES MCI 2xl4.3 - A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: 29000 ksi Depth: d= 12 in Web 1hickncss: Lw = 0.25 in Flange Width: bN 2:12 in Flange Thickness: t1 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: Ix = 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 1n3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties per AJSC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = 1 06.72 Controlling Unbraced Length: Lb = 0 I) Limiting Unbraced Length - Ibr lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength WI safety factor: Mn = 28563 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength WI safety factor: Vn = 38802 lb Controlling Moment: 14546 ft-lb 8.501 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -3086 lb 13.8 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Reced Provided Moment of Inertia (deflection): 25.05 in4 76.1 1n4 Moment: 14546 ft-lb 28563 ft-lb Shear: -3086 lb 38802 lb Project: CALC 171116_BLDG C tMc:IEiOn:. S - COLUMN - STAIR 4 Column [2016 California Building Code(AlSC 14th Ed ASD)] HSS4 x 4 x 1/4 x 5.75 FT IASTM A500-GR.B-46 Section Adequate By: 96.4% 15 . Ornnik Reef Road. Suite #9 / Scousdale. AZ 85257 StrtiCalc Version 10.0.1.6 1211112017 11:07:28 AM Live Load: Vert-LL-Rxn = 3969 lb Dead Load: Vert-DL-Rxn= 1825 lb Total Load: Vert-TL-R.xn = 5794 lb COLUMN DATA Total Column Length: 5.75 ft Unbraced Length (X-Axis) Lx: 575 ft Unbraced Length (Y-Axis) Ly: 5.75 ft Column End Condition-K (e): I COLUMN PROPERTIES l4SS4x4x 1/4 -Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wall Thickness: t = 0.233 in Area: A= 3.37 in Moment of Inertia (deflection): lx= 7.8 in4 ly = 7:8 in4 Section Modulus: Sx = 3.9 in3 Sy = 3.9 in3 Plastic Section Modulus: Zx = 4:69 in3 Zy 4.69 in3 Rad. of Gyration: rx= 1.52 in ry= l.52 'in Column Compression Calculations: KlJr Ratio: KLx/rx= 45.39 KLy/ry= 45.39 Controlling Direction for Compr. Caics: (Y-Y Axis) Flexural Buckling Stress: Fcr = 40.05 ksi Controlling Equation Fl-I Nominal Compressive Strength: Pc = 81 kip Combined Stress Calculations: HI-lb Controls : 0.04 Cwitrollitig Combined Stress Factor: 0.04 I 5.75 Live Lad: PL = 3969 lb * Dead Load: PD= 1754 lb * Column Self Weight: CSW = 71 lb Total Axial Load: PT= 5194 lb Load obtained from Load Tracker. See 5 for details. (0\ - AP .(DI - -- - -- - - -.------..----.------ -- C-lw? ; Da; - - - - r4BLi t-.4 , sc 14 . ' IJ I! iz ;. o a •.. ;• '.14W •f '.4 ji I Job name: PV-CC, Date* D ().f(ii" ] Job number: I Engineer: RM Page No: 2. BASE PLATE DESIGN FOR COLUMN HSS4X4XI/4 P (MAXIMUM COLUMN LOAD) = WIDE COLUMN = DEEP COLUMN = COLUMN THICK. = TRIAL WIDTH = TRIAL LENGTH = BEARING AREA = MAXIMUM PLATE EXTENSION = fp = ft = Fy = Fy=0.7*Fy= M(PLATE) = (MAX. PLATE EXT. )A2/2*fp = t PLATE = (6*M(PLATE)/Fy)AO.5 = USE 10 x 1 x - 1/2 BASE PLATE PROVIDE 3/16" FILLET WELD ALL-AROUND PRO VIDE (4) 3/4" DIA. ANCHORS 6.4 kips < Hww:r1 LAD ko 4 in 4 in 0.25 in 10 in 10 in 100 in"2 3.00 in 64 psi 2500 psi 36 ksi 25.2 ksi FOR PLA TE MA TERIAL 288 #in 0.26 in REQUIRED THICKNESS (o. TILJKTUR I Job name: Da :Fvc te: I cC, I 7j1f/17 I Job number: I Engineer: I Page No: 76 I RM 14 N L4r1; (b ( o) C' , - CARP, sØ* O i)34. A 94 M4L .ACV*&O) 1M --------- - -.----'--.--- p% sip -M,4• Los•S/,1 r 0.14 ;• 1øi ir % ppeopeft TRUKTUR I S Job name: I Date: Job number: I Engineer: I Page No: go j RM I --__-i: i_____• s 01 - ., (A'fr 4)1Q &(APRkiL. UUR Job name: • - Date /17 Job number: Enguieer: Page No: GUARDRAIL SECTION PROPERTIES: TRIAL SECTION PIPE 1-1/4 STD. AREA= 0.63 in'2 1= 0.18 inA4 Fy= 42 ksi E= 29000 ksi S= 0.22 inA3 TRIBUTARY LENGTH,L= 3.67 ft DISTRIBUTED LOAD,W= 50 plf CASE I CONCENTRATED LOAD,P= 200 # CASE II CASE I M= 0.85 k-in =WLA2/K K=8 (FOR ONE OR TWO SPANS) fb= 3.83 ksi OK K=9.5 (FOR THREE OR MORE SPANS) Fb' = 27.72 ksi CASE 11 M= 1.76 k-in =PUK K=4 (FOR SINGLE SPAN) fb= 7.94 ksi OK K=5 (FOR TWO OR MORE SPANS) Fb' = 27.72 ksi DEFLECTION D= 0.07 in REASONABLE SHEAR Fv= 0.16 ksi fv allowable= 16.80 ksi OK PIPE 1-1/4 STD. GUARDRAIL 4. ( ul INTERMEDIATE RAIL SECTION PROPERTIES TRIAL SECTION HSS 1!2X1/2X0.065(I6GA.) AREA= 0.11 in"2 1= 0.004 jA4 Fy= .46 ksi E= 29000 ksi S= 0.015 in'3 POST HEIGHT,H= 2.60 ft CONCENTRATED LOAD,P= 50 # M= 0.39 k-in =PH/4 fb= 26.71 ksi OK Fb' = 30.36 ksi DEFLECTION D= 0.32 in REASONABLE SHEAR Fv= 0.22 ksi . fv allowable= 18.40 ksi OK HSS .112X112X0.065(I6GA.) INTERMEDIATE RAIL . I' HANDRAIL SECTION PROPERTIES: TRIAL SECTION PIPE 1-114 STD. AREA= 0.63 in'2 1= 0.18 in"4 Fy= 42 ksi E= 29000 ksi S = 0.22 jA3 - TRIBUTARY LENGTH,L= 3.67 ft DISTRIBUTED LOADW= 50 plf CASE! CONCENTRATED LOADP= 200 # CASE II CASE I M= 0.85 k-in =WL'2/K K=8 (FOR ONE OR TWO SPANS) fb= 3.83 ksi OK K=9.5 (FOR THREE OR MORE SPANS) Fb' = 27.72 ksi CASE II M= 1.76 k-in =PUK K=4 (FOR SINGLE SPAN) fb= 7.94 ksi OK K=5 (FOR TWO OR MORE SPANS) Fb' = 27.72 ksi DEFLECTION 0= 0.07 in REASONABLE SHEAR Fv= 0.16 ksi fv allowable= 16.80 ksi OK PIPE 1-1/4 STD. HANDRAIL TREAD SIZE. 0.92 ft SPAN (L) 475 ft. WOL . 35 plf WLL - lOOpif W 135pIf 300 lb f. 36 ksi aii 21.6 ksi TRY:- J-SECTION 12 ga PROPERTIES- -t .0.08" 1.91" Ix-x 12.63 IN4 S ,. 2.07 .IN41..... * CASE I M = WL2/8 M . 4.57 in-k# * CASE 2' M = PL/4+WOLL2/8 M 5.46 in-k# GOVERNS fb 2.63 ksi 21.6 OK USE 129a TREADS 11€ 07' D-.- 7J I Job name: I Date: I I')fI/17 Job number: ,7i,i (Engineer: (Page No: rn RM LATERAL ANALYSIS STRUKTUR STUDIO PAGE 12. - APfiS - . - t.sI Sea 0*4 611 1 -. - - . ITRUKTUR I I jujii]ja —I Job name: 7vc1 . I Date: J 1•24/1 /17 Job number: Engineer, Engineer: I Page No: RM I Job name: I Date: / 11117 Job number F I Engineer: Page No: - - I RM I ject:CALC171116_BLDGA :ation: TYPE I STAIR COLUMNS umn 16 California Building Code(AISC 14th Ed ASD)] 4 x 4 x 1/4 x 7.5 FT /ASTM A500-GR.B46 lion Adequate By: 22.2% RM .SLruktUr.8tudio4 LLC I525N. Granite Reef Road, Suite #9 of StruCalc Version 10.0.1.6 12/11/20174:41:22 PM Liv-e Load: - Vert-LL-Rxn = 0 lb Dead Load: Vert-DL-Rxn = 1101 lb Total Load: Vert-TL-Rxn = 1101 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-R.xn-Top = 0 lb Total[ Reaction at Bottom of Column: TL-Rxn-Bottom = 381 lb CAUTIONS * This column has been designed as a cantilever. * Note that the length of the column inputed should include the portion of the column below grade above the point of fixity. See IBC 1805.7 for lateral soil bearing calculations. - DEFLECTIONS 1 LOX Deflection due to lateral loads only: Defi = 0.41 IN = L/220 Live Load Deflection Criteria: 11180 VlrflrlrAl rAr-rInr Total Column Length: 7.5 ft Unbraced Length (X-Axis) Lx: 7.5 ft Unbraced Length (Y-Axis) Ly: 7.5 ft Column End Condition-K (e): 2.1 COLUMN PRO1ERTJES. HSS4x4x 1/4-Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: £ = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wall Thickness: t = 0.233 in Area: A = 3.37 in Moment of Inertia (deflection): lx= 7.8 in4 ly= 7.8 in4 Section Modulus: Sx = 3.9 in3 Sy 3.9 in3 Plastic Section Modulus: Zx = 4.69 in3 Zy = 4.69 in3 Rad. of Gyration: rx = 1.52 in iy= 1.52 in Column Compression Calculations: KL/rRatio: KLxJrx= 124.34 KLy/ry 124.34 Controlling Direction for Compr. Calcs: (Y-Y Axis) Flexural Buckling Stress: Fcr = 16.24 ksi Controlling Equation 177-1 Nominal Compressive Strength: Pc 33 kip Column Bending Calculations per AISC 14th Edition Steel Manual: Controlling Load Case: Axial Dead Load and Lateral Loads (D + Lateral) Eccentricity Moment: Mx-ex = 0 ft-lb My-ey = 0 fl-lb Lateral Moment + Eccentricity: Mrx = 2858 ft-lb Mry = 0 fl-lb Flange Buckling Ratio: FBR = 14.17 Allow. Flange Buckling Ratio: AFBR = 28.12 Allow. FBR for Non-Compact: NC = 35.15 Web Buckling Ratio: WBRX= 14:17 WBRY= 0 Allow. WBR for Eqn. F7-5: AWBR = 60.76 Nmnl. Flex. Str. w/ Sfty Factor: Mcx = 10.8 ft-kip Mcy = 10.8 ft-kip Controlling Equation F7-1 177-1 Combined Stress Calculations: HI-lb Controls : 0.28 Controlling Combined Stress Factor: 0.28 A L.U/%J)_Jr(t., •- Live Load: PL= 0 lb Dead Load: PD= 1009 lb t — Column Self Weight: CSW = 92 lb Total Axial Load: PT = 1101 lb LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 0 plf Point Load: One Live Load: 381 lb 4 Location: 0 ft 15 <Figure 1> X Anchor DesignerTM Software 61q Version 2.4.5940.17 Company: Struktur St udio Date: 12/11/2017 Engineer. RM Page 1/4 Project: Address: - 1525 N: Granite Reef Road, Scottsdale, AZ Phone: 480425-2250 ext 226 E-mail: raymstruk(urstudlo.com - lLPràlect lrifoñAtlon Customer company: Customer contact name: Customer e-mail: Comment: 2 Inaut Data & Anchor Parameters General Design method:ACI 318-08 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: Fl 554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, he (inch): 4.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hmin (inch): 7.13 c1 (inch): 6.56 Cii,. (inch): 1.75 Smin (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic làads: No Project description: Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 8.00 State: Uncracked Compressive strength, f (psi): 3000 4',.,v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: l50/11 0F Ignore 6d0 requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.00 x 8.00 x 0.25 S lb Oftlb LoAbr ¼r t.aj i pLLA. : FtcrThc T6TM1z, R J• '1T Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sinipsun SUcncj. ne Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 1(0 i'iii1'Jk• Anchor Designer TM Software - Version 2.4.5940.17 Company: Struktur studio Date: 12/1112017 Engineer: RM Page: 2/4 Project: Address: 1525 N. Granite Reef Road, Scottsdale, AZ Phone: 480-425-2250 ext 226 E-mail: raym@strukturstudio.com <Figure 2> Recommended Anchor Anchor Name: SET-XP® - SET-XP W/ 5/80 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strang-Tie n1inn7 inc 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com rn Anchor Designer 1M FV)iT4 Software Version 2.4.5940.17 G Company: Struktur Studio . Dater 12/11/2017 Engineer: RM I Page: 3/4 Project: - - - - - - Address: 1525 N. Granite Reef Road, Scottsdale, AZ Phone: 480-425-2250 ext 226 - E-mail: .raym@strukturstudio.com 3. ResuItii Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shëarl6id cdnbIhed, Nua (ib) Vuau (lb) Vuay (lb) (Vuox)+(Vuuy)(lb) 1 0.0 272.0 272.0 364.7 2 0.0 272.0 272.0 384.7 Sum 0.0 544.0 544.0 769.3 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (Ib): 0 Eccentricity of resultant tension forces in x-axis, e'N0 (inch): 0.00 Eccentricity of resultant tension forces In y-axis, er (inch): 0.00 Eccentricity of resultant shear forces in x-axis, evu (inch): 0.00 Eccentricity of resultant shear forces in y-axis, evy (inch): 0.00 <Figure 3> "01,02 x 8 Steel Strength of Anchor in Shear (Sdc.D6.11. V. (I b) Og-1 0 Øgrou:bVsa (Ib) 7865 1.0 0.65 5112 10 Concrete Prvout Strength of Anchor In Shear (Sec 06 31 OV.pq = 0mink0 N09 k,N0I= Ominlkcp(ANO/ANflo) Pod No PgoI' NO1'PNONOO kcp(ANc/ANuo)c,NPodN.NWcp.NNb(Eq. D30b) ky Av. (in') ANuS (in 2) Pod No Py,N Na Nu N00 (lb) N. (lb) 20 167.79 114.33 1.000 1.039 1.000 1.000 8333 12702 AN. (in 2) As (in 2) Pec,N Pod,N 91c.N V'cpN Nb (lb) Nc (lb) 0 204.00 144.00 1.000 1.000 1.000 1.000 10516 14898 0.70 ØV (lb) 17782 Ii. Results. Intera0oñ of Tensile-and Shear FdrcesiSèc. 0.1-) Shear - - Factored Load, VU0 (lb) Design Strength, øV (lb) Ratio Status Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility: Siiøsoi' strong-I Comiiy Inc, 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.8473871 www.strongtic.com I1II1']I Anchor Designer 1M Software - Version 2.4.5940.17 0 Company: SthiktLiiStudiÔ Date: 12/11/2017 Engineer: RM I Page: 4/4 Project: Address: 1525N. Granite Reef Road, Scottsdale, AZ Phone: 480425-2250 ext 226 E-mail: raym@strukturstudio.com Steel 385 5112 0.08 Pass (Governs) Pryout 769 17782 0.04 Pass SET-XP WI 5/80 F1554 Gr. 36 with hef = 4.000 Inch meets the selected design criteria. 12; WárfliflAs - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pyout strength in shear for SET-XP adhesive anchor Is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 0.8.1 and D.8.2 for-torqued cast-in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. ci Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Su'nson St oi'q-Te Company Inc 5956W. Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 .strongtie.com - _ S5*> 434 - TRUKTLJR PVCCI- I Job name: I Date: I 1-2-f ti /17 Job number: jT--neer: Page No: RM I Otc 5T4z11C, J4Wf, -TA (s4) - ----- (Itt5-ri I) (2 t'r - - _______________ j jl (I' - '43 *f tWO CoCWr __- I IIII 11I1T 7 A Live Load: PL = 0 lb Dead Load: PD = 888 lb Column Self Weight: CSW = 92 lb Total Axial Load: PT = 980 lb LATERAL EOAD1NC (Dy Face) Uniform Lateral Load: wL-Lat = 0 plf Point Load: One Live Load: 324 lb Location: 0 ft ct: CALC171116 BLDG A tiôit: TYPE LI STAIR COLUMNS mJ! 6'California Building Code(AISC 14th Ed ASD)] 4 x 4 x 1/4 x 7.5 FT /ASTM A500-GR.B46 ion Adequate By: 43.7% .'RM - Struktur Studio, L.L.0 1525 N. Granite Reef Road, Suite #9 of StruCaic Version 10.0.1.6 12/11/20174:56:01 PM CAUTIONS * This column has been designed as a cantilever. * Note that the length of the column inputed should include the portion of the column below grade above the point of fixity. See IBC 1805.7 for lateral soil bearing calculations. Deflection due to lateral loads only: Defi = 0.35 IN = 11259 Live Load Deflection Criteria: 11180 Live Load: Vert-LL-Rxn = 0 lb Dead Load: Vert-DL-Rxn = 980 lb Total Load: Vert-TL-Rxn = 980 lb HOIUZONTAL..REACTJONS Total Reaction at Top of Column: TL-Rxn-Top = 0 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom = 324 lb Total Column Length: 7.5 ft Unbraced Length (X-Axis) Lx: 7.5 ft Unbraced Length (Y-Axis) Ly: 7.5 ft Column End Condition-K (e: 2.1 COLUMN PROPERTIES HSS4x4x 1/4-Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wall Thickness: t = 0.233 in Area: A= 3.37 in Moment of Inertia (deflectjon): Ix = 7.8 in4 Iy= 7.8 in4 Section Modulus: Sx = 3.9 in3 Sy = 3.9 in3 Plastic Section Modulus: Zx = 4.69 in3 Zy = 4.69 in3 Rad.ofGyration; rx 1.52 in ry 1.52 in Column Compression Calculations: KL/r Ratio: KLx/rx 124.34 KLy/ry 124.34 Controlling Direction for Compr. Calcs: (Y-Y Axis) Flexural Buckling Stress: Fcr = 16.24 ksi Controlling Equation Fl-I Nominal Compressive Strength: Pc = 33 kip Column Rending Calculations per AISC 14th Edition Steel Manual: Controlling Load Case: Axial Dead Load and Lateral Loads (D + Lateral) Eccentricity Moment: Mx-ex = 0 ft-lb My-ey = 0 ft-lb Lateral Moment + Eccentricity: Mrx = 2430 ft-lb Mry = 0 ft-lb Flange Buckling Ratio: FBR = 14.17 Allow. Flange Buckling Ratio: AFBR = 28.12 Allow. FBR for Non-Compact: NC = 35.15 Web Buckling Ratio: WBRX= 14.17 WBRY 0 Allow. WBR for Eqn. 177-5: AWBR = 60.76 Nmnl. Flex. SEr. w/ Sfty Factor: Mcx = 10.8 ft-kip Mcy = 10.8 ft-kip Controlling Equation 177-1 F7-1 Combined Stress Calculations: HI-lb Controls : 0.24 Con- iroflinit Combined Stress Factor: 0.24 IJi'IZã.1I')1 Anchor Designer TM Software - Version 2.4.5940.17 .tPcoitIhfórma*iOn Customer company: Customer contact name: Customer e-mail: Comment: Jnput Data &Anchpr Paamtëjs General Design method:ACI 318-08 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: Fl 554 Grade 36 Diameter (Inch): 0.625 Effective Embedment depth, her (inch): 4.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hmin (inch): 7.13 c (inch): 6.56 Cmin (inch): 1.75 S*. (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Company: Struktur Studio Date: 12/11/2017 Engineer: RM Page: 1/4 Project: - Address: 1525 N. Granite Reef Road, Scottsdale, AZ Phone: 480-425-2250 ext 226 E-mail: rayrnstrukturstudio.com Project description: Location: Fastening description: Bose Material Concrete: Normal-weight Concrete thickness, h (inch): 8.00 State: Uncracked Compressive strength, 1' (psi): 3000 tPc,v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/1101F Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.00 x 8.00 x 0.25 <Figure 1> II! ~y Oft-lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong- re Company I:ic 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com L11 Anchor Designer TM Software - Version 2.4.5940.17 0 Company: StrukturStUdio - Date: 12111/2017 Engineer: RIM Page: 2/4 Project: Address: 1525 N. Granite Reef Road, Scottsdale, AZ Phone: 480-425-2250 ext 226 E-mail: raym@strukturstudio.com <Figure 2> Recommended Anchor Anchor Name: SET-XP® - SET-XP wl 5(80 Fl 554 Gr. 36 Code Report: ICC-ES ESR-2508 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strouç-Tie Ccinpnn!tic 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com r.i Anchor Designer 1M Software Version 2.4.5940.17 0 Company: Struktur Studio Date: 12/11/2017 Engineer: RM . Page: 3/4 2 Project - - Address: 1525 N. Granite Reef Road, Scottsdale, AZ - - -- Phone: 480-425-2250 ext 226 E-mail: raym@strukturstudio.com - 3:ReuwngA,-thprpoes Anchor - - Tension load, Shear load x, Shear load y, Shear load combined, Nue (lb) V00, (lb) V00 (lb) ,I(Vuux)2+(Vuay)2 (lb) 1 0.0 231.5 231.5 327.4 2 0.0 231.5 231.5 327.4 Sum 0.0 463.0 463.0 654.8 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, eNu (inch): 0.00 Eccentricity of resultant tension forces in y-axis, eNy (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e\ (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'w (inch): 0.00 <Figure 3> Y -iIP2 x1 8Steel Strenath of Anchor in Shear (Sec 6.6j- V.. (lb) Øgtuut 0 ØgmutØ V50 (lb) 7865 1.0 0.65 5112 10ConcretePryoUtSfrenptWofArichorin- Shear (Sec D.6.3 OV,pq = ØmInkcpN; kNct,gI= Øminlkcp(ANo/ANao)d.NePg.N'uc.NaF'p.Nalloo; (Eq. D-30b) kcp AN0 (in2) A,o (in2) 'uca Y'yNa ¶Pc.iv Noo (lb) - Na (lb) 2.0 167.79 114.33 1.000 1.039 1.000 1.000 8333 12702 AN (in2) A,, (in 2) q-' N PdAl - Na (lb) - Ncz, (lb) 0 204.00 144.00 1.000 1.000 -- -1.000 1.0001051614898 0.70 - OVcpg (lb) 17782 11. Results Interaction of Tensile and Shear Forces (Sec D 7) Shear Factored Load, V (lb) Design Strength, øV (lb) Ratio Status Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility., .SInpso1 Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strcngtic.com IhTk1-i.]1 Anchor Designer TM Software Version 2.4.5940.17 Steel 327 Pryout 655 Company' .StrukturStudio. Datei.• 12)11/2017 Engineer RM - - Page 4/4 Project: - Address: 1525 N. Granite Reef Road, Scottsdale, AZ Phone: 480-425-2250 ext 226 E-mail: raym@strukturstudio.com 5112 0.06 Pass (Governs) 17782 0.04 Pass SET-XP W/ 518"0 F1554 Gr. 36 with hef = 4.000 inch meets the selected design criteria. iL2;WrnIflas - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per [CC-ES ESR-2508 Section 5.3. - Minimum spacing and edge distance requirement- of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturers product literature for hole cleaning and installation instructions. Input data and results must be.hecked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Ice Company inc 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com FOWMA Lim 43WC ,Atç - r1 DIOJ [Job name; -Pvc.c_- I Date: I (2-fH /17 Job number: I Engineer: I I Page No: I RM -.877k :36Ak Loads: LC 1, TYPE Ill COLUMN Results for LC 1, TYPE Ill COLUMN SK- SS Dec 11, 2017 at 5:23 PM untitled.3d I IIIRISA Designer : RM Dec 11, 2017 JobNumber : 5:26PM iodàl:Nthie : Checked By DL Hot Rolled Steel Section Sets Label Shipe Type Des( List Material DesinR.... A riiil Ivv1in4l lzzrin4l Jrin4 Joint Coordinates and Temperatures ii Ni 1 0 0 :o o I 2 _N2 _____0 9.8 0 0 I. Joint Boundary Conditions - 1 t P11 I Keaction 1eaction 1 Reaction ) Reaction I Reaction Reaction I 2 N2 I I Fivel I ivei I vrI Joint Loads and Enforced Displacements (BLC 1: DL) Joint Label ADM Direction Meg [(k d)jsA2,f... 1 1 N2 F L I Y -.877 Joint Loads and Enforced Displacements (BLC 2: LL) JointLabel - LD M Direction MaonlludeUk k fri (in rad (k*cA2ff Load Combinations Joint Reactions (By Combination) Joint Deflections - LCJelnt Label Xflh Y fini .Zlinl X Rotation lrädl Y Rotation lridV Z Rothtinnirifl N2 Member AISC 14th(360-10): ASD Steel Code Cheeks - LC Member hape UC Max Locifti_Shear ...Loc[.J Dir Pnc/o... Pnt/om ... Mnyy/o.Mnzz/o... Cb Eqri 1Ji Ml THss4x4x4L..._174 - i_Q_j_14j_0 ly'62.103!92.826110.765110.765i2:273jHl-lb RISA-3D Version 16.0.0 [NA ... \...\...\ENGG\CALCI71II6_ANCHORS\TYPE 111 COLUMN.r3d] Page 1 ME ruco: S . Job name: Date: _pvccl ('?_/(l 117 Job number: (,i"& Engineer: Page No: RM I, p. I Iy z .1 V -.961k I 3O1k Alf Loads: LC 1, TYPE IV COLUMN Results for LC 1 TYPE IV COLUMN ss RM ss SK- Decll,2017at5:46PM TYPE IVCOLUMN.r3d 'V 90 Company : SS I IRISA Designr RM Dec 11, 2017 Job Numb Checked By DL er 5:47 PM Model Name Hot Rolled Steel Section Sets - Joint Coordinates and Temperatures Joint Boundary Conditions Joint Loads and Enforced Displacements (BLC I : DL) Joint Loads and Enforced Displacements (BLC 2: LL) Joint Label LD,M Direction n1Wde[(~.k-jft jInLad), FT-F-N2 I L X .301 Load Combinations Joint Reactions [C JOntLhRI iie no V fbi rI'., ntii - - 1 1 1 1 Ni I -.301 I .961 I oJ __.j L_.J_ ' 0 I 0 1.676 1 2 I 1 Totals: -.301 .961 0 1 I COG (ft X:0 Y:11 Z:0 I I I Joint Deflecions - Member AISC I4th(360-I0): ASD Steel Code Checks LC Member Shape QJ1lx. iDirPnó..._Png ...M .Mnzz/o...Cb L . L1J1FM1_lHSS4x4x4l___164T1i _012 _ RISA-31D Version 16.0.0 [NA ... \...\171116_PVCC\ENGG\CALC171116_MISC\TYPE IVCOLUMN.r3d] Page 1 [;i DESIGN INFORMATION. STRUKTUR STUDIO PAGE MMI I" Sinai O!tROAIIONAL A Subsidiary of CODE COIJUCft DIVISION: 030000—CONCRETE SECTION: 03 1600—CONCRETE ANCHORS DIVISION: 050000—METALS SECTION: 0505 19—POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: SIMPSON STRONG-TIE® SET-XP® EPDXY ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE ICC ICC ICC ML c'$us;Eo Look for the trusted marks of Conformityl "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" ( SCGAW.dId ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as ISOflEC 7O5 to any finding or other matter in this report, or as to any product àovered by the report. LcckJ, di000 Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved. ICC-ES Evaluation Report . ESR-2508 Reissued July 2017 Revised July 10, 2017 This report is subject to renewal July 2018. www. icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 0000—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 www:stronqtie.corn EVALUATION SUBJECT: SIMPSON STRONG-TIE® SET-XP® EPDXY ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2015,. 2012, 2009 and 2006 International Building Qocle®(IBC) 2015,.2012, 2009 and 2006 International Residential C.tde® (IRC) Property evaluated: Structural 2.0 USES The Simpson Strong-Tie® SET-XP® Epoxy Adhesive Anchors are used to resist static, wind and earthquake (Seismic Design Categories A through F) tension and shear loads in cracked and uncracked normal-weight concrete having a specified compressive strength, f, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The anchor complies with anchors as described in Section 1901.3 of the 2015 IBC, Section 1909 of the 2012 IBC and is an alternative to anchors described in Section 1908 of the 2012 IBC, and Sections 1911 and 1912 of the 2009 and 2006 IBC. The anchors may also be used where an engineering design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The SET-XP Epoxy Adhesive Anchor System is comprised of the following components: SET-XP epoxy adhesive packaged in cartridges Adhesive mixing and dispensing equipment Equipment for hole cleaning and adhesive injection SET-XP epoxy adhesive is used with continuously threaded steel rods or deformed steel reinforcing bars. The manufacturer's printed installation instructions (MPII) are included with each adhesive unit package as shown in FiUrd I of this report. 3.2 Materials: 3.2.1 SET-XP Epoxy Adhesive: SET-XP epoxy adhesive is an injectable, two-component, 100 percent solids, epoxy-based adhesive mixed as a 1-to-1 volume ratio of hardener-to-resin. SET-XP is available in 8.5-ounce (251 mL), 22-ounce (650 mL), and 56-ounce (1656 mL) cartridges. The two components combine and react when dispensed through a static mixing nozzle attached to the cartridge. The shelf life of SET-XP in unopened cartridges is two years from the date of manufacture when stored at temperatures between 45°F and 90°F (7°C and 32°C) in accordance with the MPll; 3.2.2 Dispensing Equipment: SET-XP epoxy adhesive must be dispensed using Simpson Strong-Tie manual dispensing tools, battery-powered dispensing tools or pneumatic dispensing tools as listed in Tables 7 and 8 of this report. 3.2.3 Hole Cleaning Equipment: 3.2.3.11 Standard Equipment: Hole cleaning equipment consists of hole-cleaning brushes and air nozzles. Brushes must be Simpson Strong-Tie hole cleaning brushes, identified by Simpson Strong-Tie catalog number series ETB. See Tables 7 and 8 in this report, and the installation instructions shown in Figure 1, for additional information. Air nozzles must be equipped with an extension capable of reaching the bottom of the drilled hole. 3.2.3.2. Vacuum Oust E'traôtiofl System with Bosch®/SImpson StrongTie DXS Ho!low, Carbide Drill Bits For threaded steel rods (diameter '/2' through diameter 1/4") and steel reinforcing bars (§izef #4 through size #10) described in Section 3.2.4 of this report, the Bosch/Simpson Strong-Tie DXS hollow carbide drill bits with carbide drilling head conforming to ANSI '13212.'15 must be used. The vacuum dust extraction system must also include a vacuum equipped with an automatic filter cleaning system that has a minimum airflow rating of 129 cfm. The rotary hammer drill to be used with the ICC.ES Evaluation Reports ale not to be consttised as representing aesthetics or any other attributes not specflcally addressed, nor are they to be constnsed as an endorsement of the subject of tire report or a recommendation for its use. There is no warranty by ICC Evaluation Service. LLC, expressor implied, as to any finding Or outer mailer in this report, or as to on)' product covered by the report. 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